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Home My WebLink About54 Cottages of College Station 1145 2300 Cottage LnTHE COTTAGES OF COLLEGE STATION DRAINAGE ANALYSIS May 2011 Prepared for: ROB HOWLAND , COO CAPSTONE -CS , LLC 431 OFFICE PARK DRIVE BIRMINGHAM , AL 35223 Submitted to 1hr l eart ()J the Rrmzrch Valley By MITCHELL M MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE , SUITE 204 COLLEGE STATION , TX 77840 OFFICE (979) 260-6963 FAX(979)260-3564 CERTIFICATION This report for the drainage design for the Cottages of College Station Development was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelin Flb'e\QWners of the property . All licenses and permits required by any and all ~~~~~ regulatory agencies for the proposed drainage improvements have b,;;11)ssu~ ·······"'"* 1~ ~-~ .. ~ ................. MoA°c~AN\ ~.~~~~~1.~A I ~ ........... : .. ··~ ~ \ 77 689 .:.15 l ~ ~ "· <> .. fjJ ~ 111 °~-~12G 1s1 f-~«:.··~; ,,,,-~~ioNA~~~-5 ""~ .... ~ ........ 01~1\ \\ Veronica J .. Mo n, P.E ., C.F.M . Registered Professional Engineer State of Texas No . 77689 The Cottages of College Station Drainage Analysis INTRODUCTION The purpose of this drainage report is to present an analysis of the necessary drainage infrastructure for the proposed Cottages of College Station development. The new residential site will be located in south College Station , near the Harvey Mitchell Pkwy (FM2818) and Holleman Drive intersection , adjacent to the newly constructed Cottage Lane and Market Street. The newly constructed roads will be connected to the S . Holleman Drive Extension . Holleman Drive has been extended from Harvey Mitchell Pkwy (2818) to Jones-Butler Road . The drainage report provides analysis for the infrastructure required to facilitate attenuation and removal of onsite flow. The report includes the analysis of the 54.4 acre property. GENERAL LOCATION & DESCRIPTION The Cottages of College Station development will be located in College Station , Texas , south of the Harvey Mitchell Pkwy S (FM2818) and Holleman Drive intersection. The site is currently undeveloped. The development is situated at the top of the White Creek Drainage Basin as seen on Exhibit 1. The site will gain driveway access from Cottage Lane and Junction Boys Road , which are located on the north and northeast sides of the site. The proposed development includes a clubhouse , one, two , three , and four bedroom apartments , three , four and five bedroom duplexes, five bedroom fourplexes and one , two , three , four & five bedroom cottages . Exhibit 3 illustrates the types of units that will be constructed on the site along w ith the numbers of bedrooms in each unit. All underground utilities on the site will be constructed in a single phase. Proposed stormwater systems will be used to convey runoff from the site . Additionally, the development will include the construction of two detention ponds that will provide detention storage for the project. Onsite detention will utilize Tributaries 1 & 3 as storage facilities . DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the Bryan/College Station USDG. As such: • Design rainstorm events consist of the 5-, 10-, 25-, 50-and 100-year, 24 hour duration hypothetical frequency storm events in order to analyze the effectiveness of the detention facilities as well as capture conservative peak flow values. • Flow calculations are based on the Soil Conservation Service Curve Number Loss Method . Curve Numbers are based on soil type and land use in the subbasins and impervious cover data was used to calculate percent impervious. • The target peak runoff rate for the post-development condition is that of t he pre- development peak flow rate at the study confluence. The analysis locations for the study are identified as two tributaries , Tributaries 1 & 3 , of White Creek located on the west side of the property as well as a study point NE and NW for portions of the site in the proximity of S. Holleman Drive. The effects of the proposed development at the study confluences will be considered in determining whether the design objectives were satisfied . PRIMARY DRAINAGE BASIN DESCRIPTION The proposed project site is located within the White Creek Drainage Basin. As demonstrated in Exhibit 2. 1, the property does not lie within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 0182C , with an effective data of May 22 , 2008. With the adoption of the LOMR on May 22 , The Cottages of College Station Drainage Report 2008 , the regulatory floodplain was no longer extended up Tributary 1 and 3 within the Cottages development. Exhibit 2.2 was prepared for modeling of the culverts on S. Holleman Drive and general information purposes. Tributary 1 and 3 per FEMA do not contain any regulatory floodplain on the Capstone property. All regulatory floodplain ends at the 2818 Place Properties property line . Only the main branch of Tributary 1 conta i ns regulatory floodplain within the Capstone property and this branch does not affect the Cottages site development. The 100- year floodplain depicted on Exhibit 2.2 for the Tributary 1 and 3 are not regulatory floodplain but rather the water surface elevations in these channels for a 1 % recurrence interval storm event. Currently , there are only a few minor drainage areas from offsite that contribute to the property . These are drainage areas EA14-19 from the properties to the west of the project. All drainage areas will be located onsite and will drain to four outfall points . These are discharges to the existing Tributaries 1 & 3 of Whites Creek on the west property line of the subject tract , a discharge to the NW of the site and a discha rge to the NE of the site. The site consists of grasslands and approximately 50% tree cover. The tree cover is ma inly covered along the tributaries of White Creek. Percent impervious cover for the site w i ll be computed for the pre-development and the post-development conditions . STORMWATER RUNOFF ANALYSIS ON-SITE STORM SEWER SYSTEM Pre -Development Drainage Basin The pre-development analysis for the Cottages development consisted of 24 drainage basins (See Exhibit 4). These basins were used to create the drainage area divides and compute flows for each of the four study points . Site Plan Post-Development Drainage Basin The development of the multi-family residential buildings will result in a significant addition of impervious cover and a larger peak runoff rate from the site . The post-development analysis of the Cottage project includes a large portion of the 85 drainage subbasins (contained within the Area of Focus) as seen in Exhibit 4 . All subbasins , within the site area of focus , will drain through a proposed stormsewer system to the proposed detention ponds located in Tributaries 1 & 3 and one small pipe discharges to the NE toward an existing small pond. The stormsewer system was designed as two separate systems that would release flow from the site to one location within each detention pond. Each stormsewer system was designed to contain approximately half of the development. Stormsewer infrastructure was sized based on rational method flows determined from defined proposed drainage areas as shown in Exhibit 4A. Exhibit 5 illustrates the pipe sizes calculated using the runoff from each of these drainage areas. Because the site contains areas where structures a re clustered with internal green spaces , the pipes were sized for the 100-year event rather than the 10-year event. This was to prevent any significant ponding within these clustered green space areas. Hydraulic grade lines (HG L's) were calculated for the stormsewer system for the 100-year storm event and can be seen in Exhibits 6. Tailwater elevations for the stormsewer system were based upon calculated water surface elevations in the detention ponds for each storm event. As seen on Exhibit 6 , all HGL elevations throughout the pipe system are less than the gutter grade of the inlet or the top of grate , as applicable. Inlet and grate capacity calculations (Exhibit 7.1 & 7.2) were performed for the 100-year storm events to size proposed curb and grate inlets. Peak runoff rates were calculated using the Th e Co ttages of College Station Drainage Report 2 Rational Method (Exhib it 4A) and used to size the inlets . All curb inlets will be standard 5', 10' and 15' inlets, sized for the 100-year event. Gra tes were sized as well for the 100-year event and the results can be seen in Exhibits 7. 1 and 7.2. As seen on these exhibits , the ponded water surface elevation at each of these inlets is lower than the top of the recessed inlet or less than 6 " for the grates, as applicable . HEC-HMS General Information For the purpose of this analysis, storms were generated for all studied rainfall events using the depth-duration data taken from the National Weather Service TP-40 . The storms generated were used for post-development analyses. Post-development hydraulic modeling was performed for all specified rainfall events and included the required 2-through 100-year rainfall events specified by Bryan/College Station USDG. Pre-development conditions were defined by modeling contained in the Place Properties Flood Analysis generated by Dodson & Associates , Inc. Runoff losses due to infiltration and initial abstractions were calculated using the SCS (NRCS) Curve Number Loss Method . These parameters were calculated using the Curve Number, established from soil type in the Brazos County Soil Survey, and percentage of impervious cover in the basins. The project drainage basin consists of Type D soil with a Curve Number of 75 for Antecedent Moisture Condition (AMC) II. Direct runoff hydrographs were generated using the calculated runoff depths and the SCS dimensionless unit hydrograph. This analysis was performed for all four study points . Pre-Development Drainage Basin Basin runoff was computed for the flows contri buting to Tributary 1 and 3 as well as the study points NW and NE. Tributaries 1 and 3 are designed to be used as detention facilities for onsite drainage . Total peak runoff from Tributaries 1 and 3 and study points NE and NW are shown below in Table 1. A schematic of the HEC-HMS dra inage basin model for the existing conditions can be seen in Exhibit 8. 1. Post-Development Drainage Basin The increased runoff from the development drains to the two pond and are reduced with outlet structures. The outlet structure for Tributary 1 detention pond consists of a 24 " RCP and 20 ' emergency overflow weir that will drain directly into the existing Tributary 1 reach . The outlet structure for Tributary 3 detention pond consists of an 18 " RCP pipe and 48" g rate inlet along with a 20 ' emergency overflow weir. These 2 outlet structures which control the flow then discharge into a 36 " RCP discharge pipe. The discharge pipes from the 2 ponds will directly discharge into the existing creeks , Tributary 1 and 3 respectively, while the overflow weir discharges around the side of the berm to the creek to avoid damage to the berm . As seen on Exhibit 8.2, the HEC-HMS modeling consists of the onsite flow being routed through the pond and discharging into the existing Tributaries 1 & 3. As seen in Table 1 below , the detention ponds have effectively reduced the runoff to predevelopment levels . Pond 1 had significant reductions in post-developed flowrates for each storm while Pond 2 reduces flows to pre-development levels for all but the 10 , 25 and 50-year storms , where increases were slight ( 1-2 cfs ). In looking at the downstream system on the adjoining downstream FM2818 Place property, the confluence of the discharges for Pond 2 as well as for those coming from Study point NE and NW occur almost immediately on the FM2818 Place property (refer to Exhibit 1 ). When comparing the cumulative flow from each of these discharge locations, we have significantly reduced the flowrate for all storm events on the downstream system as evidenced in Table 2 below. The Co ttages of College Stati on Draina ge Report 3 We are utilizing a natural creek bed to detain within and to accomplish that we are constructing berms at the downstream point of the tributaries but upstream from the property boundary such that velocities can be reduced prior to the property line. The berms will be graded with 3: 1 slopes and some 4: 1 slopes for ease of maintenance with heights of 15 .5 feet (Pond 1) and 11.5 feet (Pond 2) .. Exhibits 9 & 10 illustrate these berms as well as the pipe outlets. The detention pond size was determined using the ultimate development of the Cottage development as well as the addition of the A-1 multi-family site. The future development of all retail sites and the multi-family A-3 site have not been accommodated within these ponds. However, it should be noted that the flowrates have been reduced so significantly in the system that some of these future development areas may be able to take advantage of that reduction. Table 1: Hydraulic Model Results Study Study Study Point Pond 1 Pond 2 Pond 2 Point NE Point NE NW Existing Pond 1 Existing Proposed Existing Proposed Existing Storm Flow Proposed Flow Flow Flow Flow Flow Event (cfs) Flow (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2 yr 42.7 37.3 27 .3 27.3 23.2 8 .3 21.6 5yr 73 .3 47.0 46 .6 43.4 38 .9 11.4 35 .5 10 yr 86 .8 50 .8 54 .9 55 .9 45.3 12 .5 40.8 25 vr 105.4 54 .6 66 .6 68.5 54.6 14 .5 48 .8 50 vr 121 .1 57 .2 76.4 77 .0 62 .3 16 .0 55.4 100 yr 136 59 .6 85 .7 84.8 69.6 17 .5 61.6 Table 2: Hydraulic Model Results Confluence Confluence of Pond 2/ of Pond 2/ NE and NW NE and NW Storm Existing Proposed Event Flow cfs Flow cfs 72.1 35 .6 121 .0 54 .8 141.0 68.4 170.0 83 .0 194 .1 93 .0 216.9 102.3 The Cottages of College Station Drainage Report 4 Study Point NW Proposed Flow (cfs) 0 0 0 0 0 0 The ponds were designed with sufficient freeboard to meet the design criteria . The water surface elevation within each pond for the individual storm events are listed in Table 3 below. Table 3: Pond Water Surface Elevations Storm Pond 1 Pond 2 Pond 1 WS Pond 2 WS Event Details (ft) Details (ft) Elev (ft) Elev (ft) Berm Ht 314.10 317.80 Spillway Ht 311 .5 316 .0 2 yr 304 .5 312 .7 5 yr 307.1 314.4 10 yr 308 .3 314 .7 25yr 309 .6 315 .1 50 yr 310 .5 315 .6 100 yr 311.4 316 .0 In addition to water surface elevations we also computed discharge velocities from the detention pond outlets . Both ponds have discharge locations set away from the property line to allow velocities to dissipate before entering the downstream property . In the case of Pond 1, the discharge pipe is set 20 feet upstream of the property line . The discharge velocity from Pond 1 in the 100 year event in the pipe is 19 fps but we have designed baffle blocks in the headwall as well as a plunge pool at the headwall outfall to allow this velocity to dissipate before the property line . Calculations show that at the property line this velocity will drop to 2.6 fps . In the case of Pond 2 , the discharge pipe is set 70 feet upstream of the property line . The discharge velocity from Pond 2 in the 100 year event in the pipe is 7 .25 fps but we have designed baffle blocks in the headwall to allow this velocity to dissipate before the property line. Calculations show that at the property line , this velocity will drop to 2 . 7 fps . CONCLUSION Although the development of the new Cottages of College Station will significantly increase volume of runoff from the site along with the future development of the A-1 multi-family site , the proposed on-site detention facilities were designed to mitigate the effects of the development of these developments (see Table 1). The changes in the drainage patterns that occur as the result of developing the tract will have little impact on the properties surrounding the site . The Cottages of College Station Drainage Report 5 ATTACHMENTS EXHIBIT 1: EXHIBIT 2 .1 EXHIBIT 2 .2: EXHIBIT 3 : EXHIBIT 4: EXHIBIT 4A: EXHIBIT 5: EXHIBIT 6: EXHIBIT 7.1: EXHIBIT 7 .2 : EXHIBIT 8 .1: EXHIBIT 8.2 : EXHIBIT 9: EXHIBIT 10: EXHIBIT 11: EXHIBIT 12: EXHIBIT 13: EXHIBIT 14: EXHIBIT 15: EXHIBIT 16: EXHIBIT 17: EXHIBIT 18: EXHIBIT 19: EXHIBIT 20: EXHIBIT 21 : EXHIBIT 22: EXHIBIT 23: General Location Map Firmette -FEMA Map Panel 0182C (Effective May, 2008) Topographic Map and Floodplain Comparison Site Development Map Drainage Area Map -Existing & Ultimate Development Rational Formula Drainage Area Calculations Pipe Capacity Calculations HGL Calculations -10-Year Storm Recessed Inlet Capacity Calculations -100 Year Storm Grate Inlet Capacity Calculations -100 Year Storm HEC-HMS Subbasin Map -Exist ing HEC-HMS Subbasin Map -Proposed Detention Pond 1 Grading Plan Detention Pond 2 Grading Plan HEC-HMS 2-year Existing Conditions Output HEC-HMS 2-year Proposed Conditions Output HEC-HMS 5-year Existing Conditions Output HEC-HMS 5-year Proposed Conditions Output HEC-HMS 10-year Existing Conditions Output HEC-HMS 10-year Proposed Conditions Output HEC-HMS 25year Existing Conditions Output HEC-HMS 25year Proposed Conditions Output HEC-HMS 50-year Existing Conditions Output HEC-HMS 50-year Proposed Conditions Output HEC-HMS 100-year Existing Conditions Output HEC-HMS 100-year Proposed Conditions Output HEC-HMS Emergency Overflow Output The Cottages of Co lle ge Station Drainage Report 6 EXHIB/T6 CAPSTONE COTTAGES 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS c = g ·i . -·~' :': '' -.:::;' ,,.,: ·-: "E'· -~ ~· ' '\1i ,?1 'O = 'O -~ ' -e . s ·'' s" :§. .~ ··~ ... ·ho .. ·'il,.~u._111e. 15. 1J11£·. 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'ii"'.':·:·•:¥; C3 I C2 320.51 319.67 171.0 0.0050 24 10.8 0.0023 0.3876 1.20 323.02 322.63 321.71 320.87 .i\·323,02 fi322.63 330.9 328:96 ==::_ C2 ~j_~1 ____ . 319.17 318.51 132.0 0.0050 30 18.7 0.0021 0.2729 1.46 322.63 322.36 320.63 319.97 ~' 322:113' 322.3~ 328.96 330.35 ---· C1 I CJ1 318.41 317.94 94.0 0.0050 . 30 21.8 0.0028 0.2641 1.62 322.36 322.09 320.03 319.56 Cf;,;,322:·3~~-22,q~ 330.35 331.24 CJ1 I CD1 317.84 317.19 133.0 0.0050 30 29.7 0.0052 0.6936 2.10 322.09 321.40 319.94 319.29 ~ !J.322:o9 321,40 331.24 329.85 ---c6'1·-,-CT1--319.09 316.28 101.0 0.0082 30 40.o -0.0095 o.9554 2.31 319.99 319.03 321.40 318.59 ,,321;40 -:i!. 319.o3 329.85 321.41 , ______ ...Q~!.. .. ..9S.!__ ___ ~315.78 ~92 174.0 0.0050 36 50.3 0.0057 0.9843. 2.69 319.03 318.05 318.47 317.61 -3j9.0~ -31.~As.. 327.4 325.561 CK1 I AC1 313.92 313.17 151.0 0.0050 48 83.5 0.0034 0.5075 2.76 318.05 317.54 316.68 315.93 ' · 316.05 '. 317.1>4 325.56 321.91 1·stor.d1 Sewer SO,D ts:r : dU1' '°'~'-· ... ~" m., r1 ,. 1-:¢?-.,\-~·:t:.; tf~--;._-·\, -~..,.; .i.-~-.:i;aiidJ.!it.;f.11 :9~-~:;·.~~ it.n~r JI!• i"':11!1J'. ~~ • ,. ,,~· ·• •• '"" ···---·-·· · --·· · • l.<J.\o • '!'F1~;7..4 >:~hr;:;;<~d ·1,ift:'~'r JW. 01 I C01 323.55 323.01 11!).0 0.0050 24 14.1 0.00391 0.42501 1.46 321.831 321.401 325.01 3· 324,4'7 331.14 329.85 -·~-~l<;\!si,1\'li.\!l/ii~ '"'7$11!il>~k ;, $tof~Wtil'!$l>"E1,~~!li!i1\l!Al1;•· !!t!;.f.$iil, E1 I BE.1 I 321.41 321.281 25.0 , Storm•Sfiwet'SO.:Et I E3 I E2 E2 I BE1 Storm:sawJ §@iii W F1 I BF,1 'Sfoini'~ewel'.:SO..G B G1 I BG1 318.93 318.56 321.34 321.27 ;\;.".t;';lt:~-318.661 54.0 317.261 20j..O 321.22 39.0 321.13 27.0 $toiiin'.SiWiii.SDi:m~:..;;,;·~:\liflI•;~,\jjlj,;:);ilfji;'li,~;,{il.~ ... ~-H1 I EA11-MOD I 322.071 322.00I 15.0 Storm: Sewer. so;.T,,: , :;~~~a).i T1 I T2 323.21 I 323.00 43.0 T2 I CT1 322. 75 I 322.60 31.0 storm1$11wei SD-"Jii'ill: ·'lll"~"l;t.•,~1.\W'#.ll•t.,.,~.il!jijj,DI,~-..:,~ ·~i !< 0.0050 18 0.00501 18 0.00651 18 0.0050 30 0.00501 24 0.00501 30 0.0050 15 0.0050 18 J1 I CJ1 I 325.001 324.701 86.0I 0.0050 24 Storm Siiwer SO,,Kiilllft~~·;;;,..,. 1$;\>ill~!f;':'~,--,., KL1 I CK1 317.90 316.801 222.0 0.0050 30 5.7 T 0.0029 0.0732 0.99 320.68 320.61 322.40 3 322.2.11 325.661 325.61 .. ,.,_--'.~-.::--~\,, 5.4 0.0026 0.1419 0.95 322.141 319.881 319 .. 320.61 320.06 318.' a12.29i;~12~: 14 322.44 322.44 .-322'.14.0 .; 20.61 322.44 325.61 9.2 0.0076 1.5336 322.29 1.50 322.14 liiii 30.5 0.0055 0.2145 2.18 321.04 320.82 323.52 323. , "'·'' 323.40 325.66 325.78 11.2 0.0024 0.0658 1.23 321.33 321.27 322.50 322.3611 ,.'.«322'1:·"'32.2.3$1 32t:l 326.27 rn ~'·b'"j _ '}i;.~;i.)li::ei4 26.1 0.0040 0.0604 1.85 324.56 324.50 323.92 323.851 '>:r-324:56T.C-324:501 326.29IN/A ~(.~ '•·'*l 2.6 0.0016 0.0693 0.67 323.78 323.71 323.88 323.671 ~323.88 --.23.'71. 326.77 326.82 319.03 323.71 323.56 ' .. :323.71 ('.'323.56 326.82 327.4 5.5 0.0027 0.0845 0.96 319.12 :ii ';.;!,<:i~\i'~ 10.5 0.0021 0.1843 1.18 322.281 322.09 326.18 325.8811 · . <!26:161 ,,1!325.88 331.51 I 331.24 11~'" \'ll~'\>.'!loll"' :~11.'ilt.,.!:i;i)Jrn!WI ·!!¥.4'1>.r•.l" 23.8 0.0033 0.7434 1.72 318.79 318.05 319.62 318.5211 "''319:62 318:521 326.35 I 325.56 1of3 EXHIBIT 6 -r· £ c: g ~ g ~ !. ~ !. e , 2' ii: ~ ii: ~ r. " (j) 0.1,. ! .J -ii ~ ~•" ·',I 8. ... a Sl -' ~ (j) ii: :::> 8 . Storm··sewer so-1. ~"'i"", .·-. "·"' .._4.!~tllJr;' #!,.-;~.tk'.Witt.'.f;: I'!<~~ -L1 I L2 328.53 327.89 128.0 0.0050 -----~-I L3 326.4S 325.34 126.0 0.0090 L3 I L4 323.34 322.S4 100.0 0.0050 -· L4 I KL1 322.74 322.1S 70.0 o.ooso Storm S4>wer so-M, . .., ~ I.~-, 11 .• :.:.r~"''" :..··-~.\:,,·"!~ !,''"'!.~~~ ··~ M3 I M2 333.90 333.41 206.0 0.0050 --M2 I M1 332.41 330.77 210.0 o.ooso M1 I MN1 328.26 327.92 68.0 0.0050 Storm Sewer so-N. !I · ,, '· ;/" ' ~:· ' ...... ,.:~ ....... •t• ........ "'l'·'·l N4 I N3 329.11 32S.S2 58.o 0.0050 ---N3 I MN1 328.32 327.92 79.0 0.0050 -· ·-MN1 -,m-·--326.92 326.39 84.0 0.0065 -N2 I NU1 324.41 324.11 48.0 0.0065 NU1 I NR1 318.42 316.73 189.0 0.0090 NR1 I N1 315.23 314.74 48.0 0.0100 N1 I POND1 304.97 304.7S 47.0 0.0040 Stormi Sewer so-u "11'.•-; ... .,,,,,.. .. .,~i.UIQ.~ti'.':.".'.4 ',\,,l';~'.'"l' ll-11 ·~~-U1 I NU1 328.99 326.87 140.0 0.0120 storm Sewer so-P i .. ,.! . ::-~ -· ~.0:.:-1· •. i\'· ~·:.iJt~"~'','~)' t;•(;f, '.W\. ,.....,..._,.~ P1 I P2 337.12 336.72 80.0 0.0050 P2 I PR1 336.62 336.2S 69.0 0.0050 ·StormlSliwer,·SO-QY,lli•.;;·"· • .. .,,..,h ~t.f;Jii·h~;l.'1f~1 ~ii"'~~ ~i--~"1 .~9Jlt.: 01 I QR1 329.88 329.03 169.0 0.0050 Storm Sewer'SO-R1 ii'. •'."} 1:·}t,,$f!J;'. •,'\(<·;~/ at.~itt ~·: R1 I R2 334.41 332.20 123.o 0.0180 ---R2 I R3 330.70 327.64 170.0 0.01SO -R3 I R4 327.54 326.84 118.0 0.0060 -----R4 I R5 323.50 322.74 84.0 0.0090 -R5 I R6 322.24 321.75 99.0 0.0050 R6 I N~1 320.75 320.45 5g.O 0.0050 Storm sewer "''-'-H2~_.,,. .•1.. •u t:ttA/r.":•Ml -~h~!iJ~.....; r,,~~<11::.f..;. :; ., RS1 I PR1 330.75 330.16 61.0 0.0100 PR1 I R12 330.06 32S.75 133.0 0.0100 -R12 I OR1 328.65 327.40 167.0 0.0075 QR1 I RV1 326.90 326.11 132.0 0.0060 RV1 I R11 326.01 325.64 58.o 0.0065 R11 I R10 325.54 323.31 223.0 0.0100 -· R10 I R9 323.21 320.79 186.0 0.0130 R9 I RS 320.69 317.77 208.0 0.0140 RS I R7 317.67 316.76 57.0 0.0160 --R7 I NR1 315.56 315.33 47.0 0.0050 c -.. Cl) f .. '• 0 " ; 18 18 24 EXHIBIT6 CAPSTONE COTTAGES 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS ! -E ! _.,g i .. = .,-ii: 0 ~-eie ~-g> ~ iii-' ' g> ~ ~.:.. !. ~ ' "' fl > -'l:~ -''cj .·1 .2-·~ -~s. C) c: C) c: ~-i~ ' ti. :cia :c:1 0 l <.. ~;f, ' 0 \ ii: :c z ! ':::>~ -~: \ 3.9 0.0014 0.1755 0.77 327,79 327.62 9.2 0.0076 0.9613 1.14 325.S7 324.91 15.4 0.0046 0.46091 1.57 324.761 324.30 - E j i ! cu .. ~I!! _a: o-·~ ~·· ~E-z ~-~,::is ~~.~ C) es, ~i :c -6 . ~ a :c . 8 ::> ~. 329.30 32S.66 329;30 327.62 326.4S '[;' '· :327.62 324.91 324.41 324.91 24 19.3 0.0072 0.506SI 1.56 320.131 319.621 324.30 323.74 :·324.~ :'t"l;"A'.r.;r,, ?J,'l;:•ot/~·~1 "m-'-t 12 1.3 0.0013 0.2728 0.51 334.53 334.26 334.41 333.92 ,,1,,-,334,53 24 21.8 0.0092 1.9396 1.85 332.30 330.36 ~4.26 332.62 •'-.. 1334'.26 30 29.7 0.0052 0.3546 2.10 329.48 329.13 330.36 330.02 '330,36 -11>\il'Hi -~ I\\; i.~· l":i,a\t .. i , .... ~:-..· ... ~--i~ . ' ..-?!'~·· ... A· ,, ,,. ·"!.'-"~-<4!5 'f~"f~ "" r~.~ 12 2.7 0.0057 0.3313 0.91 329.68 329.35 330.02 329.73 330:02 1S 5.6 0.0028 0.2233 0.97 329.35 329.13 329.29 328.S9 329.35 30 35.0 0.0072 0.60S3 2.21 327.20 326.59 329.13 32S.60 329 .13 30 34.8 0.0072 0.3437 2.1S 321.46 321.12 326.59 326.29 . 326:69 30 41.1 0.0100 1.8875 2.20 321.12 319.23 320.62 31S.93' 321;12 48 155.9 0.0117 0.5624 4.00 312.23 311.67 319.23 318.74 : 319.23 60 155.6 0.0036 0.1669 3.S7 311.67 311.50 30S.84 30S.65 r .,31,1:67 .:11m: ";ii)t';ll' -, . ·~i«~•vnro;ll, ,.,_ 12 4.2 0.0138 1.9351 0.92 323.05 321.12 329.91 327.79 ' . 329:91 ~*4•.:i>'.JflA:~.11 Af~~'l!IM-.. .,,,.. 12 1.5 0.0018 0.1410 0.56 337.57 337.43 337.68 337.2S 337,68 12 2.5 0.0049 0.3379 0.81 332.74 332.40 337.43 337.09 ' 337.4,3 ,. " 24 14.7 0.0042 0.7098 1.51 330.92 330.21 331.39 330.54 ··'331.39 -~JllJ'" 18 7.1 0.0045 0.5589 0.75 332.17 331.61 335.16 332.95 335.16 24 12.S 0.0032 0.5413 0.91 329.82 329.28 331.61 32S.55 331.61 24 18.4 0.0066 0.7764 1.74 326.28 325.50 329.2S 32S.58 ' 329.28 24 23.5 0.0107 0.9016 2.00 324.77 323.87 325.50 324.74 ~ 30 22.0 0.0029 0.2833 1.63 322.88 322.60 323.87 323.38 323,87 30 26.0 0.0040 0.2358 1.85 319.47 319.23 322.60 322.30 ' 322.60 ,'~;-~j-';,,'1fl~·-~:1 30 29.0 0.0050 0.3033 1.55 332.71 332.40 332.30 331.71 332n 30 30.8 0.0056 0.7459 1.62 332.40 331.66 331.6S 330.37 -.·332,4() 30 38.3 O.OOS7 1.4483 2.33 331.66 330.21 330.98 329.73 ~331.66 36 54.2 0.0066 O.S670 2.61 330.21 329.34 329.51 32S.72 330.21 36 58.7 0.0077 0.446S 3.00 329.34 32S.89 329.01 32S.64 . ; 329.34 36 69.4 0.0108 2.4014 2.5S 328.89 326.49 328.12 325.89 '328'.89 36 80.7 0.0146 2.7083 2.66 326.49 323.78 325.87 323.45 ' i 326:49 36 84.4 0.0159 3.3127 2.71 323.78 320.47 323.40 320.48 ·' 323.78 36 90.5 0.0183 1.043S 2.73 320.47 319.43 320.40 319.49 ' 320.47, 4S 93.5 0.0042 0.19S1 3.02 319.43 319.23 31S.58 318.35 319,43 2 of 3 ~ = 'O ES" E 1e-... e E' ~ .. -.. )( o e )( i . ...J 1n i,j u.. ~ .B i'.i:.1<;; .B ti~ a; c: ~ ~A ·-i a. -ig :::> ~ =A., ::> -C) .E •(!) .E ;,,; 'i# "-Jtp~\ ""<t'f -~, "0328,66 333.S4 331.77 ,~,;-326.48 331.77 330.37 -" 324.41 330.37 328.7 ·,-,:, 323.74 32S.7 326.35 ,-.,'-l,; ,Ji • .,.~ .... " ,. ~~t, 334.26 336.21 335.98 "'11332.62 335.98 335.99 ' 330.02 335.99 333.09 -~""""""·--» ,:;i. .. :;.\;;_ : .. » 329.73 333.9 333 329.13 333 333.09 328,60 333.09 333.39 . .,, 326.29 333.39 330.21 319.23 330.21 325.46 318.74 325.46 325.96 311.50 325.96 N/A . -~.~·~"!w.'\1f•h'it,\;1-"•"';_1 327.79 334.3 330.21 !141: ·~r-t·-~~1-::.::· .~~J'l\ ... ' 337.43 340.23 339.92 ·, 337.09 339.92 339.42 :1-~Jt ~.::r~;if"ll'ot;ti. ., . 330.54 334.6 335.45 .. -.. ~\\; r.::itr\ -"~; 332.9§ 342.24 340.22 ,. :,329.28 340.22 335.86 ~~8 335.86 331.83 . 74 331.83 329.34 . •; 323.38 329.34 327.03 .. :322.30 327.03 325.46 :!! ""'~·.;.:---:; ,. ·332.40 340.76 339.42 . ·331.68 339.42 337.53 ·330,21 337.53 335.45 : 329.34 335.45 335.11 328.89 335.11 332.95 . t.326.49 332.95 332.63 ·"323.78 332.63 331.31 320.48 331.31 327.43 319.49 327.43 326.3 319.23 326.3 325.46 EXHIBIT 6 g .r:: °' c ~ V3 I V2 329.36 329.07 S8.0 O.OOSO V2 I V 1 328.S7 328.01 111 .0 o .ooso V1 I RV1 327.21 326.81 81 .0 O.OOSO Storm Sewer~O.S1 1< ... , ·.> • 12 18 18 EXHIBIT6 CAPSTONE COTTAGES 100·YEAR HYDRAULIC GRADE LINE CALCULATIONS 2 .7 0 .0057 0 .3313 0 .91 330.461 6 .8 0 .0042 0.4627 1 .13 330.13 6 .7 0 .0040 0 .3278 1 .11 329.67 1--·--s~1~~'~s~2'---·•--"-33~7~.6~7:1--'-3-=-37'-'.o-=-44 __ ~12~s~.o"-f---'o~.o:..::0""5-=-io __ 1_s __ 1-__ 2_._8 __,1--_o_.0_0_1_9 ,___o_.2_3_3_5, ___ o_.7_1" __ 33_4_.7_o,1 ·----~s_2 __ ,_s _3 ___ 1 ___ 3_33_._48_1 __ 3_3_3 _.1_2, ___ 7~~·--10 ___ 0_.o_o_so_, ___ 18 __ 1 ____ 5 ._7 _,1-_o_.0_0_2_9, __ o_._21_0--19---o ._9 _9 1--3-3_4 _.0_6, S3 I S4 332.62 331 .68 188.0 0.0050 24 11 .1 0 .0024 0.4502 1.23 333.57 S4 I RS1 331 .58 331 .25 47.0 0.0070 24 17.8 0 .0062 0 .2894 1 .541 332.991 Storm sewer "''"-S2 ¥. 330. 13 1---=3:..::3.=.0 ~.2-'-71---'3:..::2"'-9'-'.9-"80-~3""'30~.46_,,ll+-'"'-:3,,.,30~; 1,,,3,.__3,..,3,,,2-:.2:+---:-::c33=-2=-.2:1 329 .67 1---'3"-=2"'"9 '-'. 7-"0f---'3'-=2~9'-'. 1c"4_.,_330~,..,·1,.,,3+-'" 1 _3""'29~.6,..,7+---:-3:':3,..,2=-. 2:+---:-3::c3S::-. 7.,..4:1 329.34 328.32 327.92 ' 329.671 '329.34 33S.74 33S. 11 .. . .... 334 .4 7 1---=3:..::3-"8 '-=.3-=-8 1_--'3:..::3co.7'"'. 7-=-Sn-_33~8-.38~--·· 3"-'3~7"". 7""5,._-"-34_1"".0""3:+-~34_1~.0-'-7:1 333 .85 1---=3:..::3c;.4 :_:.4c..71 _ __:3:..::3c:.4:..:.1c:.111-'--'3::.::34;..;;.;•4.,7,i-_3;:;,;34~.~;..;1+--"-34.;,.1"".0"'7-l--'-34-"2='-.6"'3~ 333 .12 333.8S 332.91 333'.65 333.12 342.63 340.73 332. 71 1---,3"'3""3~_ 1""2 1-----03"'3"'2"'. 7""9-""'333"""i;"".· 1.,:r2-3"'3"'2"".1"'9T----,,-34""0"". 7"'3+---,,34""0""'. 7"'6"1 SS I SS 334.S5 334 .18 66.0 0.005S 24 17.6 0 .0060 0 .3973 1 .74 336.281 33S.88 334.08 334.00 12.0 0 .006S __ 2_4 __ , ___ 19-.-5 --tl--0-.0-0-74-t--0-.0-8_8_7, ___ 1_.8_0_, __ 33_2_.7_9 1 332.71 336.29 33S.92 336.29 335.92 340.7S 339.S4 SS I RS1 335.88 33S.80 ' 335.88 335.80 339.S4 340. 76 3 of 3 EXHIB IT 6 EXHIBIT7.1 THE COTTAGES OF COLLEGE STATION CURB INLET CAPACITY 100-YEAR STORM StJJMF? CUR Drainage Q (cfs) Q clogged y* Length of Inlet Calculated Flowline at WSE RECESSED Area (10%) (ft) Needed (ft) "y" (ft) Inlet INLET DA-81 17 .17 18 .89 0 .83 8.33 0 .73 324.84 325 .57 325 .67 DA-F1 5 .00 5 .50 0 .83 2.42 0 .51 325.66 326.17 326.49 DA-E3 4.28 4.71 0.83 2.08 0.46 322.44 322.90 323 .27 DA-E2 3 .12 3.44 0 .83 1.51 0 .37 322.44 322 .81 323.27 DA-E1 4.59 5.05 0 .83 2.23 0.48 325.66 326 .14 326.49 DA-A3 9.99 10 .99 0 .83 4 .84 0 .81 322 .28 323.09 323.11 DA-A2 8 .64 9.51 0 .83 4 .19 0 .74 322 .96 323 .70 323 .79 DA-AC1 10 .34 11 .37 0.83 5.01 0 .83 321 .91 322.74 322.74 DA-KL 1 8 .89 9 .78 0 .83 4 .31 0 .75 326 .35 327 .10 327 .18 DA-C3 8 .64 9.51 0 .83 4 .19 0 .74 330.90 331 .64 331 .73 DA-C2 10.41 11.45 0 .83 5 .05 0 .84 328 .96 329 .80 329 .79 DA-J1 8.44 9 .28 0 .83 4 .09 0 .73 331 .51 332 .24 332 .34 DA-D1 11.26 12.39 0 .83 5.46 0 .55 331 .14 331.69 331.97 DA-T1 2.09 2 .29 0.83 1.01 0.29 326 .77 327.06 327 .6 DA-T2 2 .34 2 .58 0 .83 1.14 0 .31 326 .82 327 .13 327 .65 DA-CT1 6 .86 7 .55 0 .83 3.33 0 .63 327.40 328 .03 328 .23 DA-C K1 6 .19 6 .81 0 .83 3.00 0 .59 325.56 326 .15 326 .39 DA-A1 21 .1 9 23 .31 0 .83 10.28 0 .65 320.32 320 .97 321.15 DA-01 11 .76 12 .93 0 .83 5 .70 0.57 334 .60 335.17 335.43 DA-R11 11.99 13 .18 b .83 5 .81 0 .58 332.95 333 .53 333 .78 DA-R10 13.55 14.91 0 .83 6 .57 0 .63 332 .63 333 .26 333.46 DA-R9 4.97 5.47 0 .83 2.41 0.51 331 .31 331 .82 332 .14 DA-RSA 3 .55 3 .90 0 .83 1.72 0.41 327.43 327.84 328.26 DA-R7 3 .64 4 .01 0 .83 1.77 0.41 326 .30 326.71 327.13 DA-M2 17.09 18 .80 0 .83 8.29 0 .73 335.98 336 .71 336 .81 DA-M1 13 .32 14 .66 0 .83 6.46 0 .62 335 .99 336.61 336 .82 DA-H1 26 .06 28 .66 0 .83 12.64 0 .74 326 .29 327 .03 327.12 Note* Recessed inlets curb opening = SUMP CURB : He igh t of curb +depression Q = 3.0 *L *y"1 .5 y = 6"+4"=equal 1 O" L= Q/(3 .0 *y"1 .5) 1 of 2 Exhibits 7 .1 & 7 .2 Drainage Q (cfs) Area 25% OA-G1 8 .96 11.20 OA-L1 3 .12 3 .90 OA-L2 4 .39 5.48 OA-L3 5 .24 6.55 OA -L4 3 .35 4.19 OA-C 1 3.49 4.37 OA-S1 2 .26 2.83 OA-S2 2.40 3 .00 OA-S3 4.46 5 .58 OA -S4 5 .84 7 .30 OA-S6 14.05 17 .56 OA-S5 1.65 2.06 OA-P1 1.24 1.55 OA-P2 0.76 0.95 OA-R12 8.36 10.46 OA-QR1 6.05 7 .56 OA-V 3 2 .17 2.71 OA-V2 3.35 4.19 OA-M3 1.06 1.33 OA-N4 2 .16 2 .70 OA -N3 2 .34 2 .93 OA-MN 1 2 .34 2.93 OA-U 1 3 .36 4 .20 OA-NU1 3 .66 4 .57 OA-R1 5 .72 7 .14 DA-R2 4 .64 5 .81 DA-R3 4 .69 5 .86 DA-R4 4 .38 5.48 OA-R5 3.40 4 .26 DA-R6 4.43 5 .54 SUMP GRATE: Q = 4 .82 *A *h11 0 .5 A= Q/(4.82 *y11 0 .5} 0 .5 0.5 0.5 0.5 0.5 0.5 0 .5 0 .5 0 .5 0 .5 0 .5 0 .5 0 .5 0.5 0 .5 0 .5 0 .5 0 .5 0 .5 0.5 0.5 0.5 0.5 0 .5 0.5 0 .5 0 .5 0.5 EXHIBIT7.2 THE COTTAGES OF COLLEGE STATION GRATE INLET CAPACITY 100-YEAR STORM Open Area Needed Open Area ft2 Selected ft2 3 .28 4 .81 1.15 2 .02 1.61 2.02 1.92 2 .02 1.23 2 .02 1.28 2 .23 0.83 2 .02 0.88 2 .02 1.64 2 .23 2 .14 2.23 5 .15 4.81 0 .60 2.23 0.45 0.59 0 .28 0.59 3.07 4 .81 2 .22 2 .23 0 .80 2 .02 1.23 2.02 0 .39 0 .59 0 .79 2.02 0 .86 2 .02 0 .86 2.02 1.23 2.02 1.34 2 .02 2 .10 2 .23 1.70 2 .23 1.72 2 .23 1.61 2 .23 1.25 2 .23 1.62 2.23 * East Jordan Inlet Catalog # ** NOS Inlet Catalog # Flowline at Calculated Inlet h ft 326.59 0 .23 333 .84 0.16 331 .77 0 .32 330 .37 0.45 328 .70 0 .18 330 .35 0 .17 341 .03 0 .08 341 .07 0 .10 342 .63 0.27 340 .73 0.46 340.75 0.57 339 .54 0 .04 340 .23 0 .30 339 .92 0 .11 337.53 0.20 335.45 0.49 332.20 0 .08 332.20 0 .19 336 .21 0 .22 333.90 0 .08 333 .00 0 .09 333 .09 0.09 334 .30 0 .19 330 .21 0 .22 342.24 0.44 340.22 0 .29 335.86 0 .30 331 .83 0.26 329 .34 0 .16 327 .03 0 .27 *11 * NOS 1815 plus NOS 1830 Low Profile Adapter 2 of 2 WSE 326 .82 334.00 332.09 330.82 328.88 330 .52 341.11 341 .17 342 .90 341 .19 341 .32 339 .58 340 .53 340.03 337.73 335 .94 332.28 332 .39 336.43 333 .98 333 .09 333 .18 334.49 330.43 342 .68 340 .51 336 .16 332 .09 329 .50 327.30 Exhib its 7 .1 & 7 .2 ....... \:=J ;·· ... -.--- <!,:Basin Model [ExistingSystem] GJ[QJ ~ ~ ,.. t' \, - / / ~ NW-E-DA "" / 0 ~ \ 1 I \ G. \. "' ""~ I I I ~ Pond2-DA ~N ~DA ~-\ I I I I " J ~ ~ I \. ~ ) 0 (\' \ I \ I \ '-! <lo Pond1-DA I EXHIBIT 8.1 - ) ~Pond2-DA NE-P-DA Pond1-DA EXHIBIT 8.2 Project: Capstone Simulation Run : E2 Start of Run: 16Sep1986 , 00:00 Model : Existing System End of Run: 17Sep1986 , 00:00 rologic Model: 2 YR STORM Compute Time : 31 Mar2011, 10:53:46 Basin Meteo Con tr ol Specifications: HYDROLOGY Hydrologic Drainage Area Peak Disc har~ eTime of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0.0598 42.7 16Sep1986, 12:50 2 .17 Pond2-DA 0.0329 27 .3 16Sep1986, 12 :40 2 .14 NE-E-DA 0.0204 23 .2 16Sep1986, 12 :23 2 .15 NW-E-DA 0.0139 21.6 16Sep1986, 12 :12 2.16 EXHIBIT 11 - .·· Projec t: Capstone Simulation Run : E2 Subbasin : Pond1 -DA Start of Run: 16Sep1986, 00:00 Basin Model : End of Run : 17Sep1986, 00:00 Meteorologic Model : Compute Time : 31 Mar2011, 10:53 :46 Control Specifications: (-Computed Results Peak Discharge : Total Precipitation : Total Loss : Total Excess : Volume Units: IN 42 .7 (CFS) 3.96 (IN) 1.76 (IN) 2.20 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : Existing System 2YR STORM HYDROLOGY 16Sep1986 , 12 :50 2 .17 (IN) 0.00 (IN) 2 .17 (IN) Subbasin "Pond1-DA" Resu lts for Run "E2 " 0.02 ........ c v 0.04 .!:. +-' 0. 0 06 ~ . 0.08 45 40 35 30 ........ 25 !/) ..... () 20 -~ _Q 15 LL 10 5 00 :00 03 :00 06 :00 09 :00 12 :00 15 :00 18 :00 21:00 00 :00 I 16Sep1986 I -Run :E2 Elemen t:POND 1-DA Resul t:Precipitation -Run :E2 Element:POND1 -DA Result:Precip itation Loss --Run :E2 Element:POND1-DA Resu lt:Outflow ---Run :E2 Elemen t:POND 1-DA Resul t:Basefl ow Start of Run : End of Run : Compute Time : r·Computed Results Peak Discharge : Project: Capstone Simu lati on Run : E2 Subbasin : Pond2 -DA 16Sep1986 , 00:00 17Sep1986 , 00 :00 31 Mar2011 , 10:53:46 Volume Units: IN Basin Model: Meteorologic Model: Control Specifications: Date/Time of Peak Discharge : Total Precipitation : 27 .3 (CFS) 3.96 (IN) 1.79 (IN) 2.17 (IN) Total Direct Runoff : Total Loss : Total Baseflow : Total Excess : Discharge : Exist ingSystem 2 YR STORM HYDROLOGY 16Sep1986 , 12:40 2 .14 (IN) 0.00 (IN) 2 .14 (IN) 0.02 ........ c ;:::;, 0.04 .r:: ..... c.. t3 0.06 0.08 30 25 20 ........ Ill 15 '+-(.) ......, ~ 0 10 u. 5 0 00 :00 I Subbasi n "Pond2-DA" Results for Run "E2 " 03 :00 06 :00 09 :00 12:00 15 :00 18:00 21 :00 00 :00 16Sep1986 I -Run :E2 Element:POND2-DA Resul t:Precip it ati on -Run :E2 Elemen t:POND2-DA Resul t:Prec ipita ti on Los s --Run :E2 Elemen t:POND2-DA Result:O utflow - - -Run :E2 Elemen t:POND2 -DA Res ult:Base fl ow Start of Run: End of Run : Compute Tim e: Computed Results ·- Peak Discharge : Project: Capstone Simulat ion Run: E2 Subbasin : NE-E-DA 16Sep1986 , 00:00 17Sep1986 , 00 :00 31 Mar2011 , 10 :53:46 Volume Units : IN Basin Model: Meteorologic Model: Control Specifications: Dateffime of Peak Discharge : Total Precipitation : 23 .2 (CFS) 3 .96 (IN) 1.79 (IN) 2 .17 (IN) Total Direct Runoff : Total Loss : Total Baseflow : Total Excess : Discharge : Existing System 2 YR STORM HYDROLOGY 16Sep1986 , 12 :23 2.15 (IN) 0 .00 (IN) 2.15 (IN) 0.02 ........ c ;:;. 0.04 ..c +' a. c3 0.06 0.08 20 15 ~ ;-10 0 LL 5 Subbasin "NE-E-DA" Results for Run "E2" o -t-~-,-~---..-~--i-:=-:::::::::..--r--~_;..==::::;==::::::::;::====:d 00 :00 03:00 06:00 09 :00 12:00 15:00 18:00 21:00 00 :00 I 16Sep1986 I -Run :E2 Element:NE-E-DA Result:Precipitation -Run:E2 Element:NE-E-DA Result: Precipitation Loss --Run :E2 Element:NE-E-DA Result:Outflow ---Run :E2 Element:NE-E-DA Result:Baseflow Proj ect: Capstone Simulation Run : E2 Subbasin: NW-E-DA Start of Run : 16Sep1986, 00:00 Basin Model : ExistingSystem End of Run: 17Sep1986 , 00 :00 Meteorologic Model : 2 YR STORM Compute Time : 31 Mar2011 , 10:53 :46 Control Specifications : HYDROLOGY Volume Units: IN ,,. Computed Results ·· ·-·---· ·· Peak Discharge : 21 .6 (CFS) Date/Time of Peak Discharge : Total Precipitation : 3.96 (IN) Total Direct Runoff : Total Loss : 1.79 (IN) Total Baseflow : Total Excess : 2 .17 (IN) Discharge : 16Sep1986 , 12 :12 2 .16 (IN) 0.00 (IN) 2 .16 (IN) Subbasin "NW-E-DA" Results for Run "E2" 0.02 ........ c :.::-0.04 ..c ...... a. c3 0.06 0.08 20 15 5 o +-~~-.-~~---t-~~--'1"""""==~~~~-.-::::::==::::;:::,=======;:,====~ 00 :00 03:00 06 :00 09 :00 12:00 15 :00 18 :00 21 :00 00 :00 I 16Sep1986 I -Run :E2 Element:NW-E-DA Result:Precipitation -Run :E2 Element:NW-E-DA Result:Precip itation Loss --Run:E2 Element:NW-E-DA Result:Outflow ---Run :E2 Element:NW-E-DA Result:Baseflow Proj ect: Capstone S imulation Run : P2 Start of Run : 16Sep1986, 00:00 Basin Model: ProposedSystem End of Run : 17Sep1986, 00:00 Compute Time : 23May2011, 14:55:10 Meteorologic Model : 2 YR STORM Control Specifications : HYDROLOGY Hydrologic Drainage Area Peak Dischar~ ~Time of Peak Volume Element (Ml2) (CFS) (IN) Pond1 -DA 0.076100 63 .8 16Sep1986 , 12:49 2.71 Pond1 0.076100 37 .3 16Sep1986 , 13:24 2.70 Pond2-DA 0.047200 58 .1 16Sep1986 , 12:33 3.24 Pond2 0.047200 27 .3 16Sep1986 , 13 :05 3.24 NE-P -DA 0.003627 8.3 16Sep1986 , 12 :11 3.68 EXHIBIT 12 Proj ect: Capstone Simulation Run : P2 Reservoir: Pond1 Start of Run: End of Run : Compute Time : 16Sep1986, 00 :00 17Sep1986, 00:00 23May2011, 14 :55 :10 Basin Model : Meteorologic Model : Control Specifications : Computed Results Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : Volume Units : IN 63 .8 (CFS) 37 .3 (CFS) 2. 71 (IN) 2.70 (IN) Date/Time of Peak Inflow : Date/Time of Peak Outflow : Peak Storage : Peak Elevation : ProposedSystem 2YR STORM HYDROLOGY 16Sep1986 , 12 :49 16Sep1986 , 13 :24 2 .1 (AC-FT) 304 .5 (FT) Reservoir "Pond1" Results for Run "P2" 2.0 304 .36 ,,-... t-l7 1.5 302.77 0 <{ '-" ~ 1.0 301 .18 rn I... 0 +-' rJ) 0.5 ----------------299.59 0.0 298.00 70 60 50 ,,-... 40 .lQ (.) '-" 30 3: .Q LL 20 10 0 00:00 03:00 06 :00 09:00 12 :00 15:00 18 :00 21 :00 00 :00 I 16Sep1986 I ---• --Run :P2 Element:P OND1 Result: Storage Run :P2 Element:POND1 Result:Pool Elevation - - -Run :P2 Element:POND1 Result:Combined Flow --Run :P2 Element:P ON D1 Result:Outflow ,,-... ~ '-" > .92 w Project: Capstone Simulation Run : P2 Reservo ir: Pond2 Start of Run : End of Run : Compute Time : 16Sep1986, 00 :00 17Sep1986, 00:00 23May2011 , 14:55:10 Basin Model : Meteorologic Model: Control Specif icati ons : r Computed Results Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : Volume Units: IN 58.1 (CFS) 27 .3 (CFS) 3.24 (IN) 3.24 (IN) Date!Time of Peak Inflow : Date!Time of Peak Outflow : Peak Storage : Peak Elevation : ProposedSystem 2YR STORM HYDROLOGY 16Sep1986, 12:33 16Sep1986 , 13 :05 1.6 (AC-FT) 312 .7 (FT) Reservoir "Pond2" Results for Run "P2" 1.8 1.6 -f=' 1.4 LI;-1 2 ~ . -(.) . ~ 1.0 ' -~ 0.8 ct! 0 0.6 -- ----.... (/) 0.4 -0.2 ---0.0 60 50 40 -.lQ 30--· --(.) ......... ~ ..Q 20 LL 10 0 00:00 03:00 06:00 09:00 I ------Run:P2 Element:POND2 Result:Storage --Run:P2 Element:POND2 Result:Outflow 313.00 --312.11 --· --· -311.22 I 310.33 I -I . -309.44 ~ I 11 > I 308.56 ~ I I I I I ---307.67 I I -306.78 305.89 305.00 ' ' --12:00 15:00 18:00 21:00 00:00 16Sep1986 I Run:P2 Element:POND2 Result:Pool Elevation ---Run:P2 Element:POND2 Result:Combined Flow Project: Capstone Simulation Run: P2 Subbasin : NE-P-DA Start of Run: 16Sep1986 , 00:00 Basin Model : ProposedSystem End of Run : 17Sep1986, 00:00 Meteorologic Model : 2 YR STORM Compute Time : 23May2011 , 14 :55:10 Control Specifications : HYDROLOGY Peak Discharge : Total Precipitation : Total Loss : Total Excess : Volume Units: IN 8.3 (CFS) 3.96 (IN) 0.27 (IN) 3.69 (IN) Date/Time of Peak Discharge : Total Di rect Runoff : Total Baseflow : Discha rge : 16Sep1986, 12 :11 3.68 (IN) 0.00 (IN) 3.68 (IN) 0.02 ,....,, c v 0.04 .c a. 0 06 c3 . 0.08 9 8 7 6 ,....,, 5 I/) .... (.) 4 .._, ~ _Q 3 LL 2 1 0 - - 00 :00 I Subbasin "NE-P-DA" Results for Run "P2" 03 :00 06 :00 09:00 12:00 15:00 18 :00 21 :00 00 :00 16Sep1986 I -Run:P2 Element:NE-P-DA Result: Precipitation -Run :P2 Element:NE-P-DA Result: Precipitation Loss --Run :P2 Element:NE-P-DA Result:Outflow ---Run :P2 Element:NE-P-DA Resu lt:Baseflow Project: Capstone Simulation Run : E5 Start of Run: 16Sep1986 , 00:00 Basin Model : ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM Compute Time: 31 Mar2011, 10:56:30 Control Specifications: HYDROLOGY Hydrologic Drainage Area Peak Dischar~ ~Time of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0.0598 73 .3 16Sep1986, 12 :49 4.15 Pond2-DA 0.0329 46 .6 16Sep1986, 12 :39 4 .13 NE-E-DA 0 .0204 38 .9 16Sep1986, 12 :23 4 .15 NW-E-DA 0.0139 35 .5 16Sep1986, 12: 12 4 .16 EXHIBIT 13 Start of Run : End of Run : Compute Time : Project: Capstone Simulat ion Run : E5 Subbasin : Pond 1-DA 16Sep1986, 00:00 17Sep1986, 00 :00 31 Mar2011 , 10 :56 :30 Volume Units : IN Basin Model : Meteorologic Model : Contro l Specifications : · Computed Results · ·· · Peak Discharge : Total Precip itation : Total Loss : Total Excess : 73 .3 (CFS) 6 .20 (IN) 1.99 (IN) 4 .21 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge: Existi ng System 5 YR STORM HYDROLOGY 16Sep1986 , 12:49 4.15 (IN) 0 .00 (IN) 4 .15 (IN) Subbasin "Pond1-DA" Results for Run "E5" o.oo ~--------~- 0.02 ,....... 0.04 c ~ 0.06 .... g-0.08 0 0.10 0.12 80 70 60 50 ,....... ~ 40 (.) ......... ~ 30 ..Q ll. 20 10 0 00 :00 I 03:00 06:00 09 :00 12 :00 15:00 18 :00 16Sep1986 21 :00 00 :00 I -Run :E5 Element:POND1-DA Result:Precipitat ion -Run :E5 Element:POND1-DA Result:Precipitation Loss --Run:E5 Element:POND1-DA Result:Outflow ---Run : ES Element:POND1-DA ResultBaseftow Project: Capston e Simulation Run: E5 Subbasin : Pond2 -DA St art of Ru n: 16Sep1986, 00 :00 Basin Model : End of Run: 17Sep1986 , 00:00 Meteorolog ic Model: Compu te T ime : 31 Mar2011 , 10:56:30 Contro l Specification s : Volume Un it s : IN r Computed Results · · ' Peak D ischarge : Total Precip itation : Total Loss : Total Excess : 46 .6 (CFS) 6 .20 (IN) 2 .03 (IN) 4 .17 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : Exi stingSystem 5 YR STORM HYDROLOGY 16Sep1986 , 12 :39 4 .13(1N) 0 .00 (IN) 4.13 (IN) Subbasin "Pond2-DA" Results for Run "E5" 0.00 0.02 ,...._ 0.04 c ~ 0.06 .... ~ 0.08 0 0.10 0.12 50 45 40 35 30 ,...._ (/) 25 .._ (.) ..._, 3: 20 0 u. 15 10 5 0 00:00 03:00 06 :00 09 :00 12:00 15 :00 18 :00 21:00 00:00 I 16Sep1986 I -Run :ES Element:POND2-DA Result:Precipitation -Run :ES Element:POND2-DA Result:Precipitation Loss --Run :ES Element:POND2-DA Result:Outflow ---Run :ES Element:POND2-DA Result:Baseftow Start of Run : End of Run : Compute Time: (Computed Results ·· Peak Discharge : Projec t: Capstone Simulation Run : E5 Subbasin : NE -E-DA 16Sep1986, 00:00 17Sep1986, 00 :00 31 Mar2011 , 10:56:30 Volume Units : IN Basin Model : Meteorologic Model: Control Specifications : Date/Time of Peak Discharge : Total Precipitat ion : 38 .9 (CFS) 6.20 (IN) 2.03 (IN) 4 .17 (IN) Total Direct Runoff : Total Loss : Total Baseflow : Total Excess : Discharge : ExistingSystem 5 YR STORM HYDROLOGY 16Sep1986 , 12:23 4 .15 (IN) 0.00 (IN) 4 .15(1N) Subbasin "NE-E-DA" Results for Run "ES" o.oo .------------- 0.02 ,..... 0.04 c ~ 0.06 ..... ~ 0.08 -· 0 0.10 0.12 40 35 30 25 ,..... I/) 20 .... 0 ........ ~ 15 0 LL 10 5 0 00 :00 I 03 :00 06 :00 09 :00 12:00 15 :00 16Sep1986 18 :00 21 :00 00 :00 I -Run :E5 Element:NE-E-DA Result:Precipitation -Run :E5 Element:NE-E-DA Result:Precipitation Loss --Run :E5 Element:NE-E-DA Result:Outflow ---Run :E5 Element:NE-E-DA Result:Baseflow Project: Capstone Simulation Run : ES Subbas in: NW-E-DA Start of Run: 16Sep1986 , 00:00 Basin Model : End of Run : 17Sep1986 , 00:00 Meteorologic Model : Compute Time: 31Mar2011,10:56:30 Control Specifications: -Computed Resu lts ·-- Peak Discharge : Total Precipitation : Total Loss : Total Excess: Volume Units : IN 35 .5 (CFS) 6 .20 (IN) 2.03 (IN) 4 .17 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge: Existing System 5 YR STORM HYDROLOGY 16Sep1986 , 12:12 4 .16 (IN) 0.00 (IN) 4 .16 (IN) Subbasin "NW-E-DA" Results for Run "E5" 0.00 0.02 ,...., 0.04 c ;: 0.06 ..... g. 0.08 0 0.10 0.12 40 35 30 25 ,...., (/) 20 ..... () ........ ~ 15 0 u. 10 - 5 0 00 :00 03 :00 06 :00 09 :00 12 :00 15 :00 18 :00 21 :00 00 :00 I 16Sep1986 I -Run :E5 Element:NW-E -DA Result:Precipitation -Run :E5 Elemen t:NW-E-DA Result:Precip itation Loss --Run :E5 Element:NW-E-DA Result:Outflow ---Run :E5 Element:NW-E-DA Result:Baseflow Project: Capstone Simulation Run: P5 Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00:00 Compute Time: 03Apr2011, 15 :35 :35 Meteorologic Model : 5 YR STORM Control Specifications: HYDROLOGY Hydrologic Drainage Area Peak Dischar~ ~Time of Peak Volume Element (Ml2) (CFS ) (IN) Pond1-DA 0.076100 101.3 16Sep1986 , 12 :49 4 .76 Pond1 0.076100 47 .0 16Sep1986 , 13:37 4.76 Pond2-DA 0.047200 85 .7 16Sep1986, 12:32 5.37 Pond2 0.047200 43.4 16Sep1986, 13:04 5.37 NE-P-DA 0.003627 11.4 16Sep1986 , 12 :11 5.88 EXHIBIT 14 Project: Capstone Simulation Run: P5 Reservoir: Pond1 Start of Run: 16Sep1986, 00:00 Basin Model: End of Run: 17Sep1986, 00:00 Meteorologic Model: Compute Time : 03Apr2011, 15:35:35 Control Specifications : Volume Units : IN r-computed Results ··· ---·----...... _ ..... - ! Peak Inflow : 101.3 (CFS) Date/Time of Peak Inflow : Peak Outflow : 47 .0 (CFS) Date/Time of Peak Outflow : Total Inflow : 4.76 (IN) Peak Storage : Total Outflow : 4 .76 (IN) Peak Elevation : ! ' ProposedSystem 5 YR STORM HYDROLOGY 16Sep1986, 12:49 16Sep1986 , 13 :37 4.8 (AC-FT) 307 .1 (FT) Reservoir "Pond 1" Results for Run "PS" 5.0 -308 .00 ,...... 4.0 306 .00 I- LL I () 3.0 <( 304 .00 '-" ~ -- Q) g> 2.0 ._ 302.00 .... 0 .... (/) 1.0 ----~ ...._______ 300 .00 0.0 -298 .00 120 100 80 ,...... ~ 60 ---- (.) '-" ~ 0 40 Li: 20 - 0 00 :00 03 :00 06 :00 09 :00 12 :00 15 :00 18 :00 21 :00 00 :00 I 16Sep1986 I ------Run :PS Element:POND 1 Result: Storage Run :PS Element:POND1 Resul t:Poo l Elevation ---Run :PS Element:POND1 Resul t:Comb ined Flow --Run :PS Elemen t:POND1 Result:Outflow ,...... ~ '-" > l!1 w Start of Run : End of Run: Compute Time : Project: Capstone Simulation Run : PS Reservoir: Pond2 16Sep1986 , 00 :00 17Sep1986, 00:00 03Apr2011 , 15:35:35 Volume Units : IN Basin Model: Meteorologic Model : Control Specifications : ." Computed Results Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : 85.7 (CFS) 43.4 (CFS) 5.37 (IN) 5 .37 (IN) Date/Time of Peak Inflow : Date/Time of Peak Outflow : Peak Storage : Peak Elevation : ProposedSystem 5 YR STORM HYDROLOGY 16Sep1986 , 12 :32 16Sep1986, 13 :04 3 .1 (AC-FT) 314.4 (FT) Reservoir "Pond2" Results for Run "PS" 3.5 3.0 ........ I-2.5 LL I (.) <( 2.0 ......... Q) 1.5 -Cl Cl) .... 0 1.0 ..... (/) 0.5 0.0 90 80 -·- 70 ----- 60 ........ 50 ~ (.) 40 ......... ~ 0 30 LL 20 10 - 0 00 :00 03 :00 06 :00 09:00 I ------Run :P5 Element:POND2 Result:Storage --Run :P5 Element:POND2 Result:Outflow 313.57 I -310.71 I I I I I 307 .86 305 .00 ---·--· 12 :00 15 :00 18 :00 21 :00 00 :00 16Sep1986 I Run :P5 Element:POND2 Resu lt:Poo l Elevation ---Run :P5 Element:POND2 Resul t:Combined Flow ........ ¢:'. ......... > Q) w Start of Run: End of Run: Compute Time: 1 ·computed Results · Peak Discharge : Project: Capstone Simulation Run : PS Subbasin : NE-P-DA 16Sep1986, 00:00 17Sep1986 , 00:00 03Apr2011 , 15:35:35 Volume Units: IN Basin Model : Meteorologic Model : Control Specifications: Date/Time of Peak Discharge : Total Precipitation : 11.4 (CFS) 6 .20 (IN) 0 .30 (IN) 5 .90 (IN) Total Direct Runoff : Total Loss : Total Baseflow: Total Excess : Discharge : ProposedSystem 5 YR STORM HYDROLOGY 16Sep1986 , 12:11 5 .88 (IN) 0 .00 (IN) 5.88 (IN) Subbasin "NE-P-DA" Results for Run "P5" O.OO T"'"""-----------• 0.02 ,... 0.04 c -;: 0.06 ... g. 0.08 0 0.10 0.12 12 10 8 ,... (/) 6 .... u ........ ~ 0 4 LL 2 0 00 :00 I 03 :00 06:00 09 :00 12:00 15:00 16Sep1986 18 :00 21:00 00:00 I -Run :PS Element:NE -P-DA Result: Precipitation -Run : PS Element:NE-P-DA Result:Prec ipitation Loss --Run : PS Element:NE -P-DA Result:Outflow - - -Run : PS Element:NE-P-DA Result:Baseflow Project: Capstone Simulation Run: E10 Start of Run : 16Sep1986, 00 :00 End of Run: 17Sep1986, 00 :00 Compute Time: 20May2011 , 13:57: 14 Hydrologic Dra i nage Area Peak Element (Ml2) (CFS Pond1-DA 0.0598 86.8 Pond2-DA 0.0329 54 .9 NE-E-DA 0.0204 45 .3 NW-E -DA 0.0139 40 .8 Basin Model: Exist ingSystem Meteorologic Model: 10 YR STORM Control Specifications: HYDROLOGY Dischar£ ~Time of Peak Volume ) (IN) 16Sep1986 , 12:49 5.20 16Sep1986 , 12:38 5.17 16Sep1986 , 12 :22 5.19 16Sep1986 , 12:11 5.21 EXHIBIT 15 ---------------------------- Project: Capstone Simulation Run : E10 Subbas in: Pond1 -DA Start of Run : 16Sep1986 , 00:00 Basin Model: End of Run: 17Sep1986, 00 :00 Meteorologic Model : Compute Time: 20May2011 , 13:57:14 Control Specificat ions: Volume Units: IN ·computed Results --- Peak Discharge : 86.8 (CFS) Date/Time of Peak Discharge : Total Precipitation : 7.33 (IN) Total Direct Runoff : Total Loss : 2 .06 (IN) Tota l Baseflow : Total Excess : 5.26 (IN) Discharge : Exi st ing System 10 YR STORM HYDROLOGY 16Sep1986 , 12 :49 5.20 (IN) 0.00 (IN) 5.20 (IN) Subbasin "Pond1-DA" Results for Run "E10" o.oo -,------------ 0.02 - """' 0.04 c ~ 0.06 ..... g-0.08 0 0.1 0 0.12 L go-.-~~~~~~~~~~~~~~~~~~~~~~~---,-~~---. 80 70 -------;------- 60 """' 50 Cf) 13 '-' 40 -- 3': 0 LL 30 20 10 00 :00 I 03 :00 06:00 09 :00 12:00 15 :00 18 :00 21 :00 00 :00 16Sep1986 I -Run :E10 Element:POND1-DA Result:Precipitation -Run :E10 Element:POND1 -DA Result:Precipitation Loss --Run :E10 Element:POND1-DA Result:Outflow ---Run :E10 Element:POND1-DA Result:Baseflow Project: Capstone Sim ulat ion Run: E10 Subbasin : Pond2-DA Start of Run : 16Sep1986 , 00:00 Basin Model : End of Run : 17Sep1986 , 00:00 Meteoro logic Model: Compute T ime: 20May2011 , 13:57 :14 Control Specifications : Volume Units: JN (-Computed Results Peak Discharge : 54 .9 (CFS) 7.33 (IN) 2.10 (IN) 5.22 (IN) Date/Time of Peak Discharge : Total Precipitation : Total Direct Runoff : Total Loss : Total Baseflow : Total Excess : Discharge : \. Exist ingSystem 10 YR STORM HYDROLOGY 16Sep1986 , 12 :38 5 .17 (IN) 0.00 (IN) 5.17 (IN) Subbasin "Pond2-DA" Results for Run "E10" 0.00 0.02 -------- -0.04 c ~ 0.06 ..... ~ 0.08 ---------.. - 0 0.10 0.12 60 50 -I- 40 -~ 30 () .._... ~ 0 20 LL 10 ------·--· --~--- 0 00 :00 03 :00 06 :00 09 :00 12:00 15:00 18 :00 21 :00 00 :00 I 16Sep1986 I -Run :E10 Element:POND2 -DA Resu lt:Precipitation -Ru n:E10 Elemen t:POND2 -DA Resul t:Precip itat ion Loss --Run :E10 Element:POND2 -DA Resu lt:Outflow ---Run :E10 Elemen t:POND2 -DA Resul t:Baseflow Start of Run : End of Run : Compute Time: Project: Capstone Simulation Run: E10 Subbasin : NE-E-DA 16Sep1986, 00 :00 17Sep1986, 00:00 20May2011 , 13:57:14 Volume Units : IN Basin Model : Meteorologic Model : Control Specifications: !Computed Results ·· ·-·----............... .. Peak Discharge : Total Precipitation : Total Loss: Total Excess : 45.3 (CFS) 7.33 (IN) 2 .10 (IN) 5 .22 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : ExistingSystem 10 YR STORM HYDROLOGY 16Sep1986, 12 :22 5 .19 (IN) 0.00 (IN) 5.19 (IN) Subbasin "NE-E-DA" Results for Run "E10" O.OO -i-----------._ 0.02 -0.04 c ~ 0.06 ...., g-0.08 0 0.10 0.12 50 45 40 35 30 -Cf) 25 ..... () ......... ~ 20 0 u. 15 10 5 0 00 :00 I ----~ -----... ------ 03 :00 06:00 09:00 12 :00 15:00 18 :00 16Sep1986 - 21 :00 00 :00 I -Run :E10 Element:NE-E-DA Resul t:Precipitation -Run :E10 Element:NE-E -DA Result:Prec ipitat ion Loss --Run :E10 Element:NE-E -DA Result:Outflow ---Run :E10 Elemen t:NE-E-DA Resu lt:Basef low Project: Capstone Simulation Run : E10 Subbas in: NW-E -DA Start of Run : 16Sep1986 , 00 :00 Basin Model: End of Run : 17Sep1986, 00:00 Meteorologic Model : Compute Time : 20May2011, 13:57:14 Control Specifications : Peak Discharge : Total Precipitation : Total Loss : Total Excess : Volume Units : IN 40 .8 (CFS) 7.33 (IN ) 2 .10 (IN) 5.22 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : Exis ting System 10 YR STORM HYDROLOGY 16Sep1986 , 12 :11 5.21 (IN) 0.00 (IN) 5.21 (IN) Subbasin "NW-E-DA" Results for Run "E 1 O" o.oo -,-------------- 0.02 -0.04 c ~ 0.06 g. 0.08 0 0.10 0.12 45 40 . 35 - 30 -25 (/) ...... (.) 20 ........ ~ 0 15 LL 10 5 00:00 I 03 :00 06:00 09 :00 12 :00 15 :00 18:00 16Sep1986 21 :00 00:00 I -Run :E10 Element:NW-E-DA Result:Precipitation -Run :E10 Element:NW-E-DA Result:Precipitation Loss --Run :E10 Element:NW-E-DA Result:Outflow ---Run :E10 Elemen t:NW-E-DA Result:Baseflow Project: Capstone Simulation Run : P10 Start of Run : 16Sep1986, 00:00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00:00 Compute Time: 03Apr2011, 15:34 :53 Meteorologic Model: 10 YR STORM Control Specifications: HYDROLOGY Hydrologic Drainage Area Peak Dischar£ eTime of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0.076100 117.9 16Sep1986, 12:48 5.83 Pond1 0 .076100 50 .8 16Sep1986, 13:44 5.82 Pond2-DA 0.047200 97.1 16Sep1986, 12:32 6.46 Pond2 0.047200 55 .9 16Sep1986, 13:01 6.46 NE-P-DA 0.003627 12.5 16Sep1986, 12: 11 6.99 EXHIBIT 16 1..-· ··-- Pro~: Capstone Simulation Run: P10 Reserv~r: Pond! Start of Run: 16Sep 1986, 00:00 Basi n Mode l: ProposedSystem End of Run : 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM Comput e Time: 03Apr2011 , 15:34:53 ControlSpecifK:ations: HYDROLOGY Peak Inflow : Peak Outflow : Tolallnflow : Tola! Outflow : Volume Unns: IN 117.9 (CFS) Dale/lim e of Peak lnfilw : 50 .8 (CFS) Dale/Time of Peak Outflow : 5.83 ~N) Peak Storage : 5.82 ~N) Peak Elevation : 16Sep1986, 12:48 16Sep1986, 13:44 6.3 (AC·FT) 308.3 (FT) Reservoir "Pond1" Results for Run "P10" ~-----------------------------r-309.00 !=' 6 lL I u ~ 4 Q) O> t1I 2 ,_ 0 ... f/J ..,,._....,.. 307.43 305.86 ,... ~ 304.29 ~ 302.71 ~ 301.14 299.57 1..i.......= ........ =========::e::_----~======......_..-........1-298,00 0 120 ,... 80 ~ ~ 40 ~ 0 lL 0 00:00 03:00 00:00 I • • • • • • Run:P10 ElementPOND1 ResutStorag'e - - -Run:P10 ElementPOND1 ResutCombined Flow 09:00 12:00 16Sep1900 15:00 Run:P10 E~mentPOND1 ResutPool E~vation 18:00 21:00 00:00 I -Run:P10 E~mentPON01 Result:Outflow ---r----- - .. -.. .. .. .. .. r-• .. .. -.. .. .. • .. ,-.. r-.. I .. Projec t: Capstone Simulation Run: P10 Reservo ir : Pond2 Sta rt of Run : 16Sep1986 , 00 :00 Bas in Mode l: End of Run : 17Sep1986 , 00:00 Meteorolog ic Model : Compute Time : 03Apr2011 , 15 :34 :53 Control Speci fi cations: Volume Units: IN ( Computed Resu lts ----·· ----· Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : 97 .1 (CFS) 55 .9 (CFS) 6.46 (IN) 6.46 (IN) Date/Time of Peak Inflow : Date/Time of Peak Outflow : Peak Storage : Peak Elevation : ProposedSystem 10 YR STORM HYDROLOGY 16Sep1986 , 12 :32 16Sep1986 , 13 :01 3.5 (AC-FT) 314.7 (FT) - Project: Capstone Simulation Run : P10 Subbasin : NE -P-DA Start of Run : 16Sep1986 , 00 :00 Basin Model : End of Run : 17Sep1986 , 00:00 Meteorologic Model : Compute Time : 03Apr2011 , 15:34 :53 Control Specifications : Volume Units : IN r-Comput ed Results Peak Discharge : Total Precip itation : Total Loss : Total Excess : 12 .5 (CFS) 7.33 (IN) 0 .32 (IN) 7.01 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : ProposedSystem 10YR STORM HYDROLOGY 16Sep1986 , 12 :11 6 .99 (IN) 0.00 (IN) 6 .99 (IN) • • • .. • • • • • • • --- Proj ect: Capstone Simulat ion Run : P25 Reservoir: Pond2 Start of Run : 16Sep1986 , 00:00 Bas in Model : End of Run: 17Sep1986, 00:00 Meteorologic Model : Compute Time: 03Apr2011 , 15 :32 :51 Control Spec ifications : Volume Units: IN r-Computed Results Peak Inflow: 114 .9 (CFS) Date/Time of Peak Inflow : Peak Outflow : 68 .5 (CFS) Date/Time of Peak Outflow : Total Inflow : 7.52 (IN) Peak Storage : Total Outflow : 7.52 (IN) Peak Elevation : ProposedSystem 25 YR STORM HYDROLOGY 16Sep1986 , 12 :32 16Sep1986 , 13 :00 4.2 (AC -FT) 315 .1 (FT) Project: Capstone Simulation Run : E50 Start of Run : 16Sep1986, 00:00 End of Run: 17Sep1986, 00:00 Compute Time: 31Mar2011, 10:57 :33 Basin Model: ExistingSystem Meteorologic Model: 50 YR STORM Control Specifications : HYDROLOGY Hydrologic Drainage Area Peak Dischar~ ~Time of Peak Volume Element (Ml2) (CFS) (IN) Pond1 -DA 0.0598 121 .1 16Sep1986 , 12 :49 7.54 Pond2-DA 0.0329 76.4 16Sep1986 , 12:38 7.52 NE-E-DA 0.0204 62 .3 16Sep1986 , 12 :22 7.55 NW-E-DA 0.0139 55.4 16Sep1986 , 12: 11 7.56 EXHIBIT 19 Start of Run : End of Run: Compute Time: Project: Capstone Simulation Run: E50 Subbasin : Pond1-DA 16Sep1986, 00 :00 17Sep1986, 00:00 31 Mar2011 , 10 :57 :33 Volume Units: IN Basin Model : Meteorologic Model : Control Specifications : (·Computed Results --·---------·- ! I j I I j i .. Peak Discharge : Total Precipitation : Total Loss : Total Excess : 121.1 (CFS) 9 .80 (IN) 2.17 (IN) 7 .63 (IN) Dateffime of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : Existing System 50 YR STORM HYDROLOGY 16Sep1986 , 12:49 7 .54 (IN) 0 .00 (IN) 7 .54 (IN) Subbasin "Pond1-DA" Results for Run "ESQ" 0.00 0.04 ,....... c -;; 0.08 ..... Q. (!) 0 0.12 0.16 140 120 100 80 --,....... (/) ~ (.) ......, 60 ~ 0 LL 40 20 0 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 I 16Sep1986 I -Run :ESO Element:POND1-DA Result:Precipitation -Run :E50 Element:POND1-DA Result:Precipitation Loss --Run:E50 Element:POND1-DA Result:Outflow ---Run :E50 Element:POND1-DA Result:Baseflow Project: Capstone Simulation Run: E50 Subbasin: Pond2-DA Start of Run : 16Sep1986, 00:00 Basin Model: End of Run : 17Sep1986, 00:00 Meteorologic Model : Compute Time : 31 Mar2011, 10:57:33 Control Specifications: Volume Units: IN r--Computed Results ·-··-·-·-··-,···----.... ,. ........... ·· ... __ l i Peak Discharge : Total Precipitation : Total Loss : Total Excess : 76.4 (CFS) 9.80 (IN) 2 .22 (IN) 7.58 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : Existing System 50 YR STORM HYDROLOGY 16Sep1986, 12 :38 7.52 (IN) 0.00 (IN) 7.52 (IN) Subbasin "Pond2-DA" Results for Run "E50" 0.00 0.04 ......... c ~ 0.08 ... 0. Q) 0 0.12 0.16 80 70 60 50 ......... .!!? 40 (} .._, 5: 30 0 u:: 20 10 0 00 :00 03 :00 06 :00 09:00 12:00 15 :00 18 :00 21 :00 00:00 I 16Sep1986 I -Run :ESO Element:POND2-DA Result:Precipitation -Run :ESO Element:POND2 -DA Resul t:Precip itation Loss --Run :E50 Element:POND2-DA Result:Outflow ---Run :E50 Element:POND2 -DA Resul t:Basefiow Start of Run: End of Run : Compute Time : ,-computed Resu lts -, Peak Discharge : Project: Capstone Simulation Run: E50 Subbasin : NE-E-DA 16Sep1986, 00:00 17Sep1986, 00:00 31 Mar2011 , 10 :57:33 Volume Units: IN Basin Model: Meteorologic Model : Control Specifications: Date/Time of Peak Discharge : Total Precipitation : 62.3 (CFS) 9 .80 (IN) 2.22 (IN) 7 .58 (IN) Total Direct Runoff : Total Loss: Total Baseflow : Total Excess : Discharge : ExistingSystem 50 YR STORM HYDROLOGY 16Sep1986 , 12 :22 7 .55 (IN) 0 .00 (IN) 7.55 (IN) Subbasin "NE-E-DA" Results for Run "E50" 0.00 0.04 ......... c ~ 0.08 ... Q. Q) 0 0.12 0.16 70 60 50 ......... 40 r/) ...... (.) ........ 30 !: 0 u. 20 10 0 00:00 03:00 06:00 09 :00 12 :00 15 :00 18:00 21 :00 00:00 I 16Sep1986 I -Run :E50 Element:NE-E-DA Result:Precipitation -Run :E50 Element:NE-E-DA Result: Precipitation Loss --Run :E50 Element:NE-E-DA Result:Outflow ---Run :E50 Element:NE-E-DA Result:Baseflow Project: Capstone Simulation Run: E50 Subbas in: NW -E-DA Start of Run : 16Sep1986 , 00 :00 Basin Model: ExistingSystem End of Run: 17Sep1986 , 00 :00 Meteorologic Model: 50 YR STORM Compute Time: 31 Mar2011 , 10:57 :33 Control Specifications : HYDROLOGY Volume Un it s: IN r-Computed Resu lts--· I I Peak Discharge : Total Precipitation : I I Total Loss : Total Excess : j l. __ -----·---~.~-·---·-····-·· ~ - 55.4 (CFS) 9.80 (IN) 2 .22 (IN) 7.58 (IN) Date/Time of Peak Discharge : Tota l Direct Runoff : Total Baseflow : Discharge : 16Sep1986 , 12 :11 7.56 (IN) 0.00 (IN) 7.56 (IN) Subbasin "NW-E-DA" Results for Run "E50" 0.00 0.04 ........ c ~ 0.08 ..... a. Q) 0 0.12 0.16 60 50 40 ........ ~ 30 () .._, ~ 0 20 u:: 10 0 00 :00 03 :00 06 :00 09:00 12:00 15 :00 18 :00 21 :00 00:00 I 16Sep1986 I -Run :E50 Element:NW-E -DA Result:Precipitation -Run :E50 Element:NW-E-DA Result:Prec ipitation Loss --Run :E50 Element:NW-E-DA Result:Outflow - - -Run :E50 Element:NW-E-DA Result:Baseflow Project: Capstone Simulation Run : P50 Start of Run: 16Sep1986, 00 :00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00 :00 Compute Time : 03Apr2011 , 15:30:36 Meteorologic Model : 50 YR STORM Control Specifications : HYDROLOGY Hydrologic Drainage Area Peak Dischar£ eTime of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0.076100 160 .6 16Sep1986 , 12:48 8.21 Pond1 0.076100 57 .2 16Sep1986 , 13 :53 8.20 Pond2-DA 0.047200 128 .8 16Sep1986, 12 :32 8.88 Pond2 0.047200 77 .0 16Sep1986 , 13:00 8.88 NE -P-DA 0.003627 16.0 16Sep1986 , 12:11 9.45 EXHIBIT 20 Start of Run : End of Run: Compute Time: Project: Capstone Simulation Run : P50 Reservo ir : Pond1 16Sep 1986, 00 :00 17Sep1986, 00:00 03Apr2011, 15:30:36 Volume Units : IN Basin Model : Meteorologic Model: Control Specifications : (-Computed Results ---···-- ; Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : 160 .6 (CFS) 57 .2 (CFS) 8.21 (IN) 8.20 (IN) Date/Time of Peak Inflow: Date/Time of Peak Outflow : Peak Storage : Peak Elevation : ProposedSystem 50 YR STORM HYDROLOGY 16Sep1986, 12 :48 16Sep1986 , 13 :53 10 .3 (AC-FT) 310 .5 (FT) Reservoir "Pond 1" Results for Run "PSO" 12 312 .00 10 309 .67 ........ I-u. 8 307.33 I () <{ ......... 6 -----305 .00 Q) Cl ro .... 4 ------302 .67 0 .+J (/) -,,-/ 2 300 .33 ------,. ,,. .r' ' ~ 0 298.00 180 160 140 - 120 - ........ 100 .!!! t) 80 ......... ~ 0 60 u. 40 --- 20 0 00 :00 03 :00 06 :00 09:00 12 :00 15 :00 18 :00 21:00 00 :00 I 16Sep1986 I ------Run :P50 Element:POND1 Result: Storage Run :P50 Element:POND1 Result:Pool Elevation ---Run :P50 Element:POND1 Result:Comb ined Flow --Run :P50 Element:POND1 Result:Outflow ........ ¢:: ......... > ~ w - Start of Run : End of Run : Compute Time : Project: Capstone Simulation Run : P50 Reservo ir : Pond2 16Sep1986 , 00:00 17Sep1986 , 00:00 03Ap r2011 , 15 :30:36 Volume Units : IN Basin Model : Meteorologic Model : Control Specifications : (·-Computed Results -----------· - Peak Inflow : 128 .8 (CFS) Date!Time of Peak Inflow : Peak Outflow : 77.0 (CFS) Date!Time of Peak Outflow : Total Inflow : 8.88 (IN) Peak Storage : Total Outflow : 8.88 (IN) Peak Elevation : ProposedSystem 50 YR STORM HYDROLOGY 16Sep1986 , 12 :32 16Sep1986 , 13 :00 4.7 (AC-FT) 315.6 (FT) Reservoir "Pond2" Results for Run "P50" 5.0 316.00 314.80 -4.0 313 .60 I-312.40 LL I I l) 3.0 I 311 .20 -I ¢:: <( I I ......., ......., I 310 .00 > I Q) I ~ g> 2.0 I 308 .80 w I I... 0 307 .60 +-' (/) -~ 306.40 1.0 -~ 305.20 0.0 304 .00 140 120 100 --------------- -80 ~ () ......., 60 ~ .Q LL 40 20 ----- 0 00:00 03 :00 06 :00 09 :00 12 :00 15 :00 18 :00 21 :00 00 :00 I 16Sep1986 I ------Run :P50 Element:POND2 Result:Storage - --Run :P50 Element:POND2 Result: Pool Elevation --Run :P50 Element:POND2 Result:Outflow ---Run :P50 Element:POND2 Resul t:Combined Flow - Project: Capstone Simulation Run : P50 Subbas in: NE-P -DA Start of Run : 16Sep1986 , 00 :00 Basin Model : End of Run : 17Sep1986 , 00 :00 Meteorologic Model : Compute Time: 03Apr2011 , 15 :30:36 Control Specifications : Volume Units : IN (-Computed Results ·---·---·--·--------·---·--· Peak Discharge : Total Precipitation : Total Loss : Total Excess : 16 .0 (CFS) 9.80 (IN) 0.33 (IN) 9.47 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge: ProposedSystem 50 YR STORM HYDROLOGY 16Sep1986, 12 :11 9.45 (IN) 0 .00 (IN) 9 .45 (IN) Subbasin "NE-P-DA" Results for Run "P50 11 0.00 0.04 ,....... c -;: 0.08 .... c.. Q) 0 0.12 0.16 18 16 14 12 ,....... 10 (/) ...... ll 8 -~ 0 6 u:: 4 2 0 00:00 03:00 06:00 09 :00 12 :00 15 :00 18:00 21 :00 00:00 I 16Sep1986 I -Run :P50 Element:NE-P-DA Result: Precipitation -Run :P50 Element:NE-P-DA Result: Precipitation Loss --Run :P50 Element:NE-P-DA Result:Outflow ---Run :P50 Element:NE-P-DA Result:Baseflow Project: Capstone S i mulation Run : E100 Start of Run : 16Sep1986, 00:00 Basin Model: ExistingSystem End of Run : 17Sep1986, 00:00 Compute Time : 31 Mar2011 , 10:58:07 Meteorologic Model: 100 YR STORM Control Specifications: HYDROLOGY Hydrologic Drainage Area Peak Dischar~ eTime of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0 .0598 136.0 16Sep1986, 12:48 8.69 Pond2-DA 0.0329 85 .7 16Sep1986, 12:38 8.67 NE-E-DA 0.0204 69 .6 16Sep 1986 , 12:22 8 .70 NW-E-DA 0.0139 61.6 16Sep1986, 12: 11 8 .72 EXHIBIT 21 Start of Run : End of Run : Compute Time : Project: Capstone Simulation Run: E100 Subbas in: Pond1 -DA 16Sep1986 , 00:00 17Sep1986, 00 :00 31 Mar2011 , 10 :58 :07 Volume Units : IN Basin Model : Meteorologic Model: Control Specifications : r· Computed Re su lts------------·-----·---·-·· .. --... ---·-··--- ! ; Peak Discharge : Total Prec i pitation : Total Loss : Total Excess : 136.0 (CFS) 11 .00 (IN) 2.21 (IN) 8.79 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge: Existing System 100 YR STORM HYDROLOGY 16Sep1986, 12 :48 8.69 (IN) 0.00 (IN) 8.69 (IN) Subbasin "Pond 1-DA" Results for Run "E 100" 0.00 0.04 ......._ c ........ r. 0.08 ..... 0. Q) 0 0.12 0.16 140 120 100 ......._ 80 (/) .... (.) 60 ........ ~ 0 LL 40 20 0 00:00 03:00 06:00 09 :00 12:00 15:00 18:00 21:00 00 :00 I 16Sep1986 I -Run :E100 Element:POND1-DA Result:Precipitation -Run :E100 Element:POND1-DA Result:Precipitation Loss --Run :E100 Element:POND1-DA Result:Outflow ---Run :E100 Element:POND1-DA Result:Baseflow Start of Run: End of Run : Compute Time: Project: Capstone Simulation Run : E100 Subbasin : Pond2 -DA 16Sep1986, 00:00 17Sep1986, 00:00 31 Mar2011, 10:58:07 Volume Units : IN Basin Model: Meteorologic Model: Control Specifications: !Compu t ed Results --- Peak Discharge : 85.7 (CFS) 11 .00 (IN) 2 .26 (IN) 8 .74 (IN) Date/Time of Peak Discharge : Total Precipitation : Total Direct Runoff : Total Loss : Total Baseflow : Total Excess: Discharge : Existing System 100 YR STORM HYDROLOGY 16Sep1986, 12 :38 8.67 (IN) 0.00 (IN) 8.67 (IN) Subbasin "Pond2-DA" Results for Run "E100" 0.00 -,-----:-------..... -· 0.04 ~ 0.08 ..... 0. Q) 0 0.12 0.16 90 80 70 60 ,..... 50 IJ) ..... (.) 40 ......... ~ ..Q 30 LL 20 10 0 00 :00 03:00 06:00 09 :00 12 :00 I 16Sep1986 -Run :E100 Element:POND2-DA Result:Precipitation -Run :E100 Element:POND2-DA Result:Precipitation Loss --Run :E100 Element:POND2-DA Result:Outflow ---Run :E100 Element:POND2-DA Result:Baseflow 15 :00 18 :00 21 :00 00:00 I Start of Run : End of Run : Compute Time : Project: Capstone Simulation Run : E100 Subbasin : NE -E-DA 16Sep1986, 00:00 17Sep1986, 00 :00 Basin Model : Meteorolog ic Model: 31 Mar2011 , 10 :58 :07 Control Specifications: Volume Units : IN Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : ExistingSystem 100 YR STORM HYDROLOGY 16Sep1986, 12 :22 8 .70 (IN) 0.00 (IN) 8.70 (IN) Subbasin "NE-E-DA" Results for Run "E100" 0.00 0.04 ,......, c ~ 0.08 .... c. Q) 0 0.12 - 0.16 80 70 60 . 50 ,......, r/J 40 ...... u ........ ~ 30 0 u:: 20 10 0 00:00 03 :00 06:00 09:00 12 :00 15:00 18 :00 21:00 00 :00 I 16Sep1986 I -Run:E100 Element:NE-E-DA Result:Precipitation -Run :E100 Element:NE-E-DA Result:Precipitation Loss --Run :E100 Element:NE-E-DA Result:Outflow ---Run:E100 Element:NE-E-DA Result:Baseflow Project: Capstone Simulation Run: E100 Subbasin : NW-E-DA Start of Run : 16Sep1986 , 00:00 Basin Model: End of Run: 17Sep1986, 00:00 Meteorologic Model : Compute Time : 31 Mar2011 , 10:58:07 Control Specifications: Volume Units: IN Computed Results · · ---- Peak Discharge : Total Precipitation : Total Loss : Tota I Excess : 61.6 (CFS) 11 .00 (IN) 2.26 (IN) 8.74 (IN) Date/Time of Peak Discharge : Total Direct Runoff : Total Baseflow : Discharge : Ex ist ing System 100 YR STORM HYDROLOGY 16Sep1986, 12 :11 8.72 (IN) 0.00 (IN) 8.72 (IN) Subbasin "NW-E-DA" Results for Run "E 100" 0.00 0.04 ........ c ~ 0.08 ..... 0. Q) 0 0.12 0.16 70 60 50 - ........ 40 (/) '+-u ........ 30 ~ 0 LL 20 10 0 00 :00 03 :00 06 :00 09 :00 12 :00 15:00 18 :00 21:00 00 :00 I 16Sep1986 I -Run :E100 Elemen t:NW-E-DA Result:Precipitat ion -Run :E100 Elemen t:NW-E -DA Resul t:Precipita ti on Loss --Run :E100 Element:NW-E-DA Result:Outflow ---Run :E100 Elemen t:NW-E-DA Result:Baseflow Project: Capstone Simulation Run: P100 Start of Run: 16Sep1986, 00:00 Basin Model : ProposedSystem End of Run : 17Sep1986, 00 :00 Compute Time: 03Apr2011, 15:29 :44 Meteorologic Model: 100 YR STORM Control Specifications: HYDROLOGY Hydrologic Drainage Area Peak Dischar~ '9Time of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0.076100 179.1 16Sep1986, 12:48 9 .37 Pond1 0.076100 59.6 16Sep1986, 13:58 9 .36 Pond2-DA 0.047200 142.4 16Sep1986, 12:32 10.06 Pond2 0.047200 84.8 16Sep1986, 13:00 10.06 NE-P-DA 0.003627 17.5 16Sep1986, 12 :11 10 .64 EXHIBIT 22 Start of Run : End of Run: Compute Time: Project: Capstone Simulation Run: P100 Reservoir: Pond1 16Sep1986, 00 :00 17Sep1986, 00:00 03Apr2011, 15:29:44 Volume Units: IN Basin Model: Meteorologic Model: Control Specifications : r-Computed Results Peak Inflow : 179.1 (CFS) Date/Time of Peak Inflow : Peak Outflow : 59 .6 (CFS) Date/Time of Peak Outflow : Total Inflow : 9.37 (IN) I Total Outflow : 9.36 (IN) Peak Storage : Peak Elevation : ProposedSystem 100 YR STORM HYDROLOGY 16Sep1986, 12 :48 16Sep1986 , 13 :58 12.2 (AC-FT) 311.4 (FT) l. .. ---····-.............. -·-·--·-·-·--·-----·------··-"' ---····--------·----" ----- -Reservoir "Pond 1" Results for Run "P 100" 141 ~ 312.00 I 12 A ' 310.00 ,,.....,, I-10 308.00 u. ' u ,,.....,, <l'. 8 \--306.00 ~ ........ > Q) 6 . --- ----' -304.00 ~ Ol Cll ... I 0 4 ·' 302.00 ... (/) ______/ 2 I \ r 300.00 0 298.00 200 180 160 140 120 ,,.....,, -t 100 ........ 3: 80 ~ 60 40 2~1---I - -00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 I 16Sep1986 I ------Run:P100 Element:POND1 Result:Storage Run:P100 Element:POND1 Result:Pool Elevation --Run:P100 Element:POND1 Result:Outflow ---Run:P100 Element:POND1 Result:Combined Flow Project: Capstone Simulation Run : P100 Reservoir : Pond2 Start of Run : 16Sep1986 , 00:00 Basin Model: End of Run: 17Sep1986, 00:00 Meteorolog ic Model: Compute Time: 03Apr2011, 15:29:44 Control Specifications : Volume Units : IN ('Computed Results --·-·---·-· ... -··· Peak Inflow : 142.4 (CFS) Date/Time of Peak Inflow : Peak Outflow : 84 .8 (CFS) Date/Time of Peak Outflow : Total Inflow : 10 .06 (IN) Peak Storage : Total Outflow : 10 .06 (IN) Peak Elevation : ProposedSystem 100 YR STORM HYDROLOGY 16Sep1986 , 12 :32 16Sep1986 , 13 :00 5.3 (AC-FT) 316 .0 (FT) Reservoir "Pond2" Results for Run "P100" 6 -318 .00 5 -315.67 ,...., f- LL 4 313 .33 I () ,...., ~ <l'. ......, ......, 3 311 .00 > Q) _g/ Cl w rn .... 2 308 .67 0 -y (/) 306 .33 0 -304 .00 160 140 120 100 ,...., .!!! 80 (.) ......, 3: 60 0 u:: 40 20 0 00 :00 03:00 06 :00 09 :00 12 :00 15:00 18 :00 21 :00 00 :00 I 16Sep1986 I ------Run :P100 Element:POND2 Result:Storage - --Run :P100 Element:POND2 Result: Pool Elevation --Run :P100 Element:POND2 Result:Outflow ---Run :P100 Element:POND2 Result:Combined Flow Project: Capstone Simulation Run : P100 Reservoir : Pond2 Start of Run : 16Sep1986 , 00 :00 Basin Model: End of Run: 17Sep1986 , 00:00 Meteorologic Model : Compute Time: 03Apr2011, 15:29:44 Control Specifications : Volume Units: IN · Computed Results --·--- Peak Inflow : 142.4 (CFS) Date/Time of Peak Inflow : Peak Outflow : 84.8 (CFS) Date/Time of Peak Outflow : Total Inflow : 10 .06 (IN) Peak Storage : Total Outflow : 10 .06 (IN) Peak Elevation : ProposedSystem 100 YR STORM HYDROLOGY 16Sep1986, 12:32 16Sep1986 , 13 :00 5.3 (AC-FT) 316 .0 (FT) Subbasin "NE-P-DA" Results for Run "P100" 0.00 0.04 ,,-... c ~ 0.08 .... Q. Q) 0 0.1 2 0.16 18 16 14 12 ,,-... 10 .!!! (.) 8 .._, ~ _Q 6 LL 4 2 0 00 :00 03:00 06:00 09:00 12:00 15:00 18 :00 21 :00 00 :00 I 16Sep1986 I -Run :P100 Element:NE-P-DA Result:Precipitation -Run :P100 Element:NE-P-DA Result:Precipitation Loss --Run :P100 Element:NE-P-DA Result:Outflow ---Run :P100 Element:NE-P-DA Result:Baseflow Project: Capstone Simulation Run: EmergencyRun Start of Run : 16Sep1986, 00:00 Basin Model: EmergencySystem End of Run : 17Sep1986, 00:00 Compute Time: 03Apr2011 , 16:01 :57 Meteorologic Model: 100 YR STORM Contro l Specifications: HYDROLOGY Hydrologic Drainage Area Peak Dischar£ ~Time of Peak Volume Element (Ml2) (CFS) (IN) Pond1-DA 0 .076100 179 .1 16Sep1986, 12 :48 9 .37 Pond1 0 .076100 169 .1 16Sep1986, 12:59 9 .30 Pond2-DA 0.047200 142.4 16Sep1986, 12 :32 10.06 Pond2 0 .047200 136.2 16Sep1986 , 12:39 10.02 NE-P-DA 0.003627 17.5 16Sep1986 , 12 : 11 10 .64 EXHIBIT 23 Project: Capstone Simulation Run : EmergencyRun Reservoir: Pond1 Start of Run: 16Sep1986 , 00:00 Basin Model : End of Run : 17Sep1986 , 00:00 Meteorologic Model: Compute Time : 03Apr2011 , 16 :01 :57 Control Specifications : Volume Units : IN r Computed Results -----·-·-··-----·--- ' ! i i \. - Peak Inflow : Peak Outflow : Total Inflow : Total Outflow : 179.1 (CFS) Date/Time of Peak Inflow : 169 .1 (CFS) Date/Time of Peak Outflow : 9.37 (IN) Peak Storage : 9.30 (IN) Peak Elevation : EmergencySystem 100 YR STORM HYDROLOGY 16Sep1986 , 12 :48 16Sep1986 , 12:59 14 .6 (AC-FT) 313.0(FT) ~~._, ____ ...,, ··~-·-·---~- ___ ¥ ___ _,,,,, Reservoir "Pond1" Results for Run "EmergencyRun" 15 .0 t=' 14 .0 /\ LL I ~ 13 .0 ._, Q) fill 12 .0 I... 0 .... (/) 11.0 10 .0 200 160 - 120 ,...... .l!2 (.) ._, 80 ~ .Q LL 40 0 00 :00 03 :00 06:00 09 :00 12 :00 15 :00 I 16Sep1986 ------Run :EmergencyRun Element:POND1 Result: Storage Run :EmergencyRun Element:POND1 Result:Pool Elevation --Run :EmergencyRun Element:POND1 Result:Outflow ---Run :EmergencyRun Element:POND1 Result:Combined Flow 18 :00 21 :00 313.20 312 .80 312.40 ,...... .t: ._, > _g/ 312 .00 UJ 311 .60 311 .20 00 :00 I Pro ject: Capstone Simulation Run : EmergencyRun Reservoir: Pond2 Start of Ru n: 16Sep1986 , 00:00 Basin Mode l: End of Run: 17Sep1986 , 00:00 Meteorologic Model : Compute Time : 03Apr2011 , 16:01 :57 Control Spec ifications : Volume Units : IN r Computed Results ---------·------------~--··--- Peak Inflow : 142 .4 (CFS) Date/T i me of Peak Inflow : Peak Outflow : 136 .2 (CFS) Date/Time of Peak Outflow : Total Inflow : 10 .06 (IN) Peak Storage : Total Outflow : 10 .02 (IN) Peak Elevat ion : EmergencySystem 100 YR STORM HYDROLOGY 16Sep1986 , 12 :32 16Sep1986 , 12 :39 7.9 (AC-FT) 317 .3 (FT) Reservoir "Pond2" Results for Run "EmergencyRun" 8.0 ,,..... 7.5 I- LL I u 7.0 <{ ..._, Q) 6.5 Ol ro .... 0 ..... 6.0 -(/) 5.5 160 140 120 100 ,,..... ~ 80 () ..._, ~ 60 0 LL 40 20 0 00 :00 03:00 06 :00 09 :00 12 :00 15:00 I 16Sep1986 -----• Run:EmergencyRun Element:POND2 Result: Storage Run :EmergencyRun Element:POND2 Result:Pool Elevation --Run:EmergencyRun Element:POND2 Result:Outflow ---Run :EmergencyRun Element:POND2 Result:Combined Flow 18 :00 21 :00 -317.40 -317.09 316 .78 ,,..... ~ ..._, > 316.48 Q) w 316 .17 315 .86 00:00 I Project: Capstone Simulation Run: EmergencyRun Subbasin: NE -P-DA Start of Run : 16Sep1986 , 00:00 End of Run: 17Sep1986, 00:00 Compute Time : 03Apr2011, 16 :01 :57 Volume Units : IN Basin Model : Meteorologic Model: Control Specifications : EmergencySystem 100 YR STORM HYDROLOGY Com puted Resu lts ·-· ---------· j Peak Discharge : 17.5 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12 :11 I Total Precipitation : 11.00 (IN) Total Direct Runoff : I 10.64 (IN) I Total Loss: 0.34 (IN) Total Baseflow : 0.00 (IN) Total Excess : 10 .66 (IN) Discharge : 10 .64 (IN) I.. --..... .. . ~ _ ........ --------·--·--________________ ,... ________ ----.--------·-- Subbasin "N E-P-DA" Results for Run "EmergencyRun" 0.00 0.04 ,....... c .._, .!: 0.08 .... 0. a> 0 0.12 0.16 18 16 14 12 ,....... 10 ~ (.) 8 .._, ~ 0 6 LL 4 2 0 00 :00 03 :00 06 :00 09:00 12:00 15 :00 18 :00 21 :00 00 :00 I 16Sep1986 I -Run :EmergencyRun Element:NE-P-DA Result:Precipitation -Run :EmergencyRun Element:NE-P-DA Result:Precipitation Loss --Run :EmergencyRun Element:NE-P-DA Result:Outflow ---Run :EmergencyRun Element:NE-P-DA Result:Baseflow SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both require storm drainage design to follow these Unified Stormwater Design Guidelines . Paragraph C2 of Section Ill (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects , both site projects and subdivisions . That report may be submitted as a traditional prose report , complete with applicable maps , graphs , tables and drawings , or it may take the form of a "Technical Design Summary''. The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines . In either format the report must answer the questions (affirmative or negative) and provide, at minimum , the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable . In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed . These are provided so that they may be copied and completed or scanned and digitized. In addition, electronic versions of the report forms may be obta ined from the City . Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section Ill of these Guidelines. Note: Part 1 -Executive Summary must accompany any drainage report required to be provided in connection with any land development project , regardless of the format chosen for said report . Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix . Brief statements should be included in the forms as requested , but additional information should be attached as necessary. Part 1 -Executive Summary Report Part 2 -Project Administration Part 3 -Project Characteristics Part 4 -Drainage Concept and Design Parameters Part 5 -Plans and Specifications Part 6 -Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 -Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item . 1. Name , address , and contact information of the engineer submitting the report , and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included . 2. Identification of the size and general nature of the proposed proj ect , including any proposed project phases . This paragraph should also include reference to STORMWATER DESIGN GUIDELINES Effective February 2007 Page 1 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised Feb ruarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY applications that are in process with either City : plat(s), site plans, zoning requests, or clearing/grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide , the ap proximate acreage in each basin, and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ET J is to be identified, including whether the property straddles city jurisdictional lines . If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed . 4 . The hydrologic characteristics of the property are to be described in broad terms : exi sti ng land cover ; how and where stormwater drains to and from neighboring properties ; ponds or wetland areas that tend to detain or store stormwater; existing creeks , channels , an d swales crossing or serving the property ; all existing drainage easements (or ROW) on the property , or on neighboring properties if they service runoff to or from the property . 5. The general plan for managing stormwater in the entire project area must be out li ned to include the approximate size, and extent of use , of any of the following features : storm drains coupled with streets ; detention I retention facilities; buried conveyance conduit independent of streets ; swales or channels ; bridges or culverts ; outfalls to principal watercourses or their tributaries ; and treatment(s) of existing wa tercourses . Also , any plans for reclaiming land within floodplain areas must be outlined . 6 . Co ordination and permitting of stormwater matters must be addressed . This is to in cl ude any specialized coordination that has occurred or is planned with other entities (local , state, or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System , the Texas Department of Transportation , the Texas Commission for Environmental Quality , the US Army Corps of Engineers , the US Environmental Protection Agency , et al. Mention must be made of any permits , agreements , or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps , drawings or construction documents , should be itemized. An example statement might be: "One __ -page drainage report dated one set of construction d rawings ( __ sheets) dated , and a ___ -page specifications document dated comprise the drainage report for this project." Part 2 -Project Administration I Start (Page 2 .1) Engineering and Design Professionals Information STORMWATER DESIGN GUIDELINES Effective February 2007 Page 2 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Rev ised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Engineering Firm Name and Address : Jurisdiction Mitchell and Morgan, LLP City: Bryan 511 University Dri ve East, Suite 204 x College Station College Station, TX 77840 Date of Submittal : 05 /20/11 Lead Engineer's Name and Contact lnfo .(phone , e-mail , fax): Other: Veronica Morgan (979-260-6963,v@mitchellandmorgan.corn) Supporting Engineering I Consulting Firm(s): Other contacts : N/A Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-ma il: Rob Howland, coo Capston e-CS, LLC. 214-574-1500 431 Off ice Park Dr i ve Birminqham, AL 35223 Property Owner(s) if not Developer I Applicant (&address ): Phone and e-mail : Project Identification Development Name : cottages of College Station Is subject property a site project , a single-phase subdivision , or part of a multi-phase subdivision? Multi-Phase Subdivision If multi-phase , subject property is phase 1 of 5 Legal description of subject property (phase) or Project Area: (see Section II , Paragraph B-3a) Project Area: Lot2 Blockl Phase l: The Cottages of Co llege Station Area = 54 .41 AC If subject property (phase) is second or later phase of a project, describe general status of all earl ier phases . For most recent earlier phase Include subm ittal and rev iew dates . General Locat ion of Project Area , or subject property (phase): Located south of FM 2818 approx. 652 feet south on Holleman Drive South. In City Limits? Extraterritorial Jurisdiction (acreage): Bryan : acres . Bryan : College Station : College Station : 54.41 Acres Acreage Outside ET J: acres . Part 2-Project Administration I Continued (page 2 .2) Project Identification (continued) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 3 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Roadways abutting or with in Project Area or Abutting tracts, platted land, or bu ilt subject property : developments : Dow l i ng Road abu ts to the south 2818 Place l o cated west o f and Ho lleman Dri ve s. to the north . subject proper t y. Named Regulatory Watercourse (s) & Watershed(s ): Tributary Basin (s): Whites Creek Wa t ershed Plat Information For Project or Subject Property (or Phase) Pre liminary Plat File #: Unknown Final Plat File #: Unknown Date : 4/5/09 Name : Status and Vol/Pg : Approved V10119 /p g23 1 -233 If two plats , second name : File#: Status : Date : Zoning Information For Project or Subject Property (or Phase) Zoning Type : PDD with Existing or Proposed? Case Code : R-4 base Case Date Status: Ord inance #3137 Zoning Type : Existing or Proposed? Case Code : Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date (s): Part icipants: Preliminary Report Required? No Submittal Date Review Date Review Comments Addressed? Yes --No --In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report , if any. N/A Part 2 -Project Administration I Continued (page 2 .3) Coordination For Project or Subject Property (or Phase) STORMWATER DESIGN GUIDELINES Effective February 20 07 Page 4 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Note: For any Coordination of stormwater matters indicated below , attach documentation describing and substantiating any agreements , understandings , contracts , or approvals. Coordination Dept. Contact: Date : Subject: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (inc lude contacts & dates): TxDOT Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): T AMUS Needed? Yes No x ---- Permits For Project or Subject Property (or Phase) As to stormwater management , are permits required for the proposed work from any of the entities listed below? If so , summarize status of efforts toward that objective in spaces below. Entity Permitted or Status of Actions (include dates) Approved? US Army Crops of PERMIT granted. Mi tigation credits purchased Engineers Approved from S t eele Creek Mitigation Bank for No Yes x d istu r b a n ce due to project. --- US Environmental Protection Agency No x Yes --- Texas Commission on Environmental Quality No x Yes -- Brazos River Authority No x Yes --- Part 3 -Property Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work STORMWATER DESIGN GUIDELINES Effective February 2007 Page 5 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Existing: Land proposed for development currently used , including extent of impervious cover? Site __ Redevelopment of one platted lot , or two or more adjoining platted lots . Development _x_ Building on a single platted lot of undeveloped land . Project __ Building on two or more platted adjoining lots of unde veloped land . (select all __ Building on a single lot , or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision __ Construction of streets and utilities to serve one or more platted lots . Development __ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects : bu i lding use(s), approximate floor space , impervious cover ratio. Describe Subdivisions : number of lots by general type of use , linear feet of streets and Nature and drainage easements or ROW. Size of Site Project: Cottages o f CS -Mu lt i-fam ily hous i n g d eve l opment Proposed 54.41 acres -369 units wit h 1352 bed rooms Project Is any work planned on land that is not platted If yes , explain: or on land for which platting is not pending? The leas ing trailer i s being No x Yes constructed on an unp lat ted lot . ---- FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse I No __ Yes__x__ (Section 11 , Paragraph B1) or a tributary thereof? Is any part of subject property in floodplain I No_x_ Yes Rate Map Panel 0 1 s2c area of a FEMA-regulated watercourse? -- Encroachment(s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (exp la in): No x -- Yes -- If floodplain areas not shown on Rate Maps , has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain . No , FEMA does no t r equire amendm e n ts to Ra t e Ma p s due to the s ma ll drainage area above tributary. This property is a b ove the l i mit of de t ailed stu dy. Part 3 -Pro12ert)l Characteristics I Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Yes Reference the study (&date) here , and attach copy if not already in City files . LOMR for Unnamed Tributary of Whi t es Creek per Dodson & Associates _x_ (9 /8 /07) Is the stormwater management plan for the property in substantial conformance w ith the earlier study? Yes No x If not , explain how it differs . No development was pro j ected for p roperty whe n model was developed. No If subject property is not part of multi-phase project , describe stormwater management plan for the property in Part 4. --If property is part of multi-phase project , provide overview of stormwater management plan for Project Area here . In Part 4 describe how plan for subject property will comply therewith . Do existing topographic features on subject property store or detain runoff? _x_ No --Yes Describe them (include approximate size , volume , outfall , model, etc ). A ny known dra inage or flooding problems in areas near subject property? x No Yes -- -- Ident ify : Based on locat ion of study property in a watershed , is Type 1 Detention (flood control ) needed? (see Table B-1 in Append ix B) __ Detent ion is required . x Need must be evaluated . __ Detent ion not requ ired . What decision has been reached? By whom? Detent i on will be provi ded with s i te development. If the need for Type 1 Detention How was determination made? must be evaluated : Deve l o p ment is l ocated d ownstream , therefore i t is necessary to detain t o pred eveloped l evels. Part 3 -ProQert~ Characteristics I Continued (Page 3 .3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? x No Yes If yes , ----describe splits below. In Part 4 describe desiqn concept for handling this . Watershed or Basin I Larger acreage I Lesser acreage I I STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Rev ised February 200 8 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Above-Project Areas(Sect ion 11 , Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? No x Yes Size(s) of area(s) in acres : 1) 4 · 2 2) O · 6 7 3) 0 · s 4 4)2 · 6472"-:-6/l. E 3 Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section (s), small creek (non-regulatory), regulatory Watercourse or tributary); Fl ow characteri stics consist of over l a n d shee t, s h allow con cent rat ed, and regulatory Unnamed Tri b utary to Whites Cre e ks . Flow determination : Outline hydrologic methods and assumptions: The SCS Curve Number Met h o d was u se d to determi ne hydrolog i c charac t eristics and analy sis was performed with HEC-HMS 3.5 .0. Does storm runoff drain from public easements or ROW onto or across subject property? _x_ No __ Yes If yes, describe facilities in easement or ROW : Are changes in runoff characteristics subject to change in future? Explain No, this property will be fully deve l oped . There may be changes on ad jacent properties with future deve l opment . Conveyance Pathways (Section II , Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? x No Yes Describe length and characteristics of each conveyance pathway (s). Include ownership of property (ies). Part 3 -Pro~ert~ Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes , for what part of length? % Created by? __ plat , or easements __ ins t rument. If instrument(s), describe their provisions . exist for any part of STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of 26 APPENDIX. D : TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY pathway(s)? ~No __ Yes Pathway Areas Nearby Where runoff must cross lower properties , describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Existing watercourses, tributaries to Whites Creek are unchanged by proposed development because we will be detaining on site in combinat i on with a s h ift (decrease) of drain age subwatershed runoff pre vs post. Describe any built or improved drainage facilities existing near the property (culverts , bridges , lined channels , buried conduit , swales , detention ponds , etc). Several c u lverts are l ocated wi thin the 2818 Place Property project that this project will flow through. Drainage >--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----< Facilities Do any of these have hydrologic or hydraulic influence on proposed stormwater design? _x_ No __ Yes If yes , explain : Part 4 -Drainage Conce12t and Design Parameters I Start (Page 4 .1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas , what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area , flow section , or discharge point. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D : TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY A swale on the subject property will carry the minor sheet flow from the 2 adjacent single family homes toward teh creek. Discharge(s) To Lower Property(ies) (Section II , Paragraph E1) Does project incl ude drainage features (existing or future) propos ed to become public via platting? _x_ No __ Yes Separate Instrument? x No Yes Per Gui de lines reference above , how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring _x_ Pre-development Release (Scenario 2) property(ies)? Combination of the two Scenarios -- Scena rio 1: If easements are proposed , describe where needed , and provide status of actions on each . (Attached Exhibit# ) Scenario 2 : Provide general description of how release(s) will be managed to pre-development conditions (detention , sheet flow , partially concentrated , etc .). (Attache d Exhibit# ) Proposed Development will re l ease r unoff from 2 de tention ponds to predevelopment l evels. Combination : If combinat ion is proposed , explain how discharge will differ from pre- development conditions at the property line for each area (or point) of release . If Scenario 2 , or Combinat ion are to be used , has proposed design been coordinated with owner(s) of receiving property(ies)? x No --Yes Explain and provide documentation. Discharge remains unchanged or has been reduced. Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4 .2) Stormwater Management Concept (continued) Within Pro ject Area Of Multi-Phase Project Will project result Identify gaining Basins or Watersheds and acres shifting : in shifting runoff between Basins or between STORMWATER DESIGN GUIDELINES Effective February 2007 Page 10 of26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Watersheds? __ No What design and mitigation is used to compensate for increased runoff from gaining basin or watershed? _x_Yes Deten t i on How will runoff from Project Area be mitigated to pre- development conditions? Select any or all of 1, 2 , and/or 3, and explain below. 1. __ With facility(ies ) involving other development projects . 2. __ Establishing features to serve overall Project Area . 3. _x _ On phase (or site) project basis within Project Area. 1. Shared facility (type & location of facility ; design drainage area served ; relationship to size of Project Area ): (Attached Exhibit# ) 2. For Overall Project Area (type & location of facilities): (Attached Exhibit# ) Wi th site development there will be 2 detention ponds. 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part . C'-· -0 <I> (/) c <I> lij >- 0::: (/) c .Ql (/) <I> 0 Oz -ro J~I <I> ~ Are aquatic echosystems proposed? __ No project(s)? __ Yes In which phase(s) or Are other Best Management Practices for reducing stormwater pollutants proposed? __ No __ Yes Summarize type of BMP and extent of use : If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications , check type facility(ies) and explain in later questions. __ Detention elements __ Conduit elements __ Channel features __ Swales __ Ditches __ Inlets __ Valley gutters __ Outfalls __ Culvert features __ Bridges Other Part 4 -Drainage Concegt and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? _x_ No __ Yes Identify type and general size and In which phase(s). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of 26 APPENDIX . D: TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY If detention /retention serves (will serve ) overall Project Area , describe how it relates to subject phase or site project (physical location , conveyance pathway(s ), construction sequence): The detention will be constructed with this project -there are no phases. Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area , is des ign in substantial conformance with earl ier analysis and report for larger area? --Yes No , then summarize the difference (s): N/A Identify w hether each of the types of drainage features listed below are included , extent of use , and general characteristics . Typical shape ? I Surfaces? C"'· "O Q) (/) Steepest side slopes : Usual front slopes : Usual back slopes : (/) ::::J Q) (/) >- Q) I ..r::. Flow line slopes : least Typical distance from travelway : .B :0 (Attached Exhibit# ) Q) 0 typical greatest :2 (/) z "O ~I ro 0 Are longitudinal culvert ends in compliance with B-CS Standard Specifications? ..... Q) Yes No , then explain : ..... <( (/) At intersections or otherwise , do valley gutters cross arterial or collector streets? .0 Q) No Yes If yes expla in : :s C"'· >---u "O I ..r::. Q) ...... (/) ·-::::J :;: ..... Are valley gutters proposed to cross any street away from an intersect ion? (/) Q) ...... ::::: Q) ::::J 0 No Yes Explain : (number of locations?) ~ oiz ---- ~" I ~ lij x Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) €Qi Gutter line slopes : Least Usual Greatest :l = <'· Are inlets recessed on arterial and collector streets? Yes No If "no ", u ::::J "O ----.c OJ ill identify where and why . ~ "O ::::J :;: lij STORMWATER DESIGN GUIDELINES Effective Feb ruary 2007 Page 12 of 26 APPENDIX. D : TECH . DES IG N SUMMARY As Revised Feb ruary 2008 -SECTION IX C'· " (!) <J) <J) (!) :::J >- E ~~1 <J) c ·-0 ~z APPENDIX D -TECHNICAL DESIGN SUMMARY Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? __ Yes __ No If no , explain where and why not. Will inlet size and placement prevent exceeding allowable water spread for 10-year design storm throughout site (or phase)? __ Yes __ No If no, explain . Sag curves : Are inlets placed at low points? __ Yes __ No Are inlets and conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? __ Yes __ No Explain "no" answers . Will 100-yr stormflow be contained in combination of ROW and buried conduit on whole length of all streets? __ Yes __ No If no , describe where and why. N/A no publ i c stree t with in d evelopm e nt Do designs for curb , gutter, and inlets comply with B-CS Technical Specifications? x Yes __ No If not , describe difference(s) and attach justification . Are any 12-inch laterals used? __ No used . _x_ Yes Identify length(s) and where N/A Thi s is a private storm system n /a Pipe runs between system I Typical n / a Longest access points (feet): ---------- Are junction boxes used at each bend? __x__ Yes and why . __ No If not , explain where i I f------------------~---------~ 00 Are downstream soffits at or below upstream soffits? Least amount that hydraulic "' Yes _x __ No __ If not , explain where and why : grade line is below gutter line Co v er issues caused some pipes to ma t ch flow-(system-wide): lines and not so f fits. This occurs complete l y 100 yr storm e vent : within the privat e stormsewer system . 0 .15ft Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 .5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). 1) Watercourse (or system), velocity , and angle? Tri b utary 1 of Whites Creek , 2.6 fps at p r operty l ine , o degree angle STORMWATER DESIGN GUIDELINES Effecti ve February 2007 Page 13 of 26 APPENDIX . D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL D ESIGN SUMMARY 2) Watercourse (or system), velocity , and angle? Tributary 3 of Whites Creek, 2 .7 fps at property l i ne, 0 degree angle 3) Watercourse (or system), velocity , and angle? For each outfa ll above , w hat measures are taken to prevent erosion or scour of receiving and all facilities at juncture? 1)No sc our within pipe system. 2)Baffle blocks at the downstream end of the proposed culvert. 3)RipRap at the upstream and downst re am locations of the proposed culvert with plunge poo l downstream of Pond 1. Are swale(s) situated along property lines between properties? _x_ No --Yes Number of instances : For each instance answer the fol lowing questions . Surface t reatments (including low-flow flumes if any): C'-· (/) a> ~ (/) ..... Q) Flow line slopes (minimum and maximum): (/) >-c ~ I al 0 C/)z Outfall characteristics for each (velocity , convergent angle , & end treatment). ::::i ~~1 (/) Q) ..... Will 100-year design storm runoff be contained within easement(s) or platted drainage <.( ROW in all instances? --Yes --No If "no " explain : Part 4 -Drai nag e C o nce12 t a nd Desi gn Pa ra mete rs I Continued (Page 4 .6) Sto rmwater Mana ge men t Con cept (continued) Within Or Serving S ubj ect Property (Phase, or Site) (conti n ued) t2 Are roadside ditches used? x No __ Yes If so , provide the following : (/) Is 25-year flow con t ained with 6 inches of freeboard throughout? __ Yes No (/) Q) ---g Q) -5 Are top of banks separated from road shoulders 2 feet or more? __ Yes No 0 ~ --ci: 0 Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No ---- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D : TECH. DESIGN SUMMARY As Revised February 2008 - -SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For any "no " answers provide location(s) and explain : Road systems wil l b e used for dra inage conveyance. If conduit is beneath a swale, provide the following information (each instance). rn Q) >- I~ c Instance 1 Describe general location , approximate length : Is 100-year design flow contained in conduit/swale combination? If "no " explain : __ Yes __ No o ro t--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----1 z iii Space for 100-year storm flow? ROW Easement Width ~1 -·:cc i-.::...'.:....:....:...:....~:.._...:___:'.....:....:.:.._~~~~~:.._-====-~~~~-=====-~~-=========~ ,.._, w Swale Surface type , minimum Conduit Type and size , minimum and maximum 0 and maximum slopes: slopes, design storm : ~ C'-· "O rn -c Qi ro t--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----1 § ~ Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): ~ ro (.) ..... c .E Q) c 0.. 0 t--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----1 0 :;:::: ..._ ro Access Describe how maintenance access is provided (to swale , into conduit): o E ::l ..... . !!! .E c Access Describe how maintenance access is provided (to swale, into conduit): Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 .7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) rn ~ If "yes " provide the following information for each instance : ~ ] :!: Instance 1 Describe general location , approximate length , surfacing: :;: ..... rn ::i =O ~:2 :;: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Is 100-year design flow contained in swale? --Yes --No Is swale wholly within drainage ROW? --Yes --No Explain "no" answers : Access Describe how maintenance access is provide : I nstance 2 Describe general location , approximate length , surfacing : Is 100-year design flow contained in swale? --Yes --No Is swale wholly within drainage ROW? __ Yes --No Explain "no" answers : Access Describe how maintenance access is provided : Instance 3, 4, etc. If swales are used in more than two in stances , attach sheet providing all above information for each instance . "New" channels: Will any area(s) of concentrated flow be channelized (deepened , widened, or straightened) or otherwise altered? x No Yes If only slightly ---- C'-· shaped, see "Swales " in this Part. If creating side banks , provide information below. "C c Q) Will design replicate natural channel? Yes No If "no", for each instance en ro ----0 -a. a. describe section shape & area , flow line slope (min. & max.), surfaces , and 100-year 0 x ..... w design flow, and amount of freeboard : a. en en Instance 1: c Q) Q) >- E I Q) > 0 Instance 2 : ..... a. E o ·-z 1 ~1 Instance 3 : (.) Part 4 -Drainage Concel;;!t and Design Parameters I Continued (Page 4 .8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks}: Are these used? --No _x__ Yes en If "yes" provide the information below. c::: (ii Q) ' Will small creeks and their floodplains remain undisturbed? __ Yes _x_ No How c E i c Q) many disturbance instances? 2 Identify each planned location : ro > ~ ..c 0 Disturbance where the proposed berms to create the detention ponds (.) o_ E will be located . - STORMWATER DESIGN GUIDELINES Effective Feb ruary 2007 Page 16 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2008 -SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For each locat ion , describe length and genera l type of proposed improvement gncludin% flood~lain chan~es): ropose ber s and di charge culverts 1) 24" pipe in Pond 1 2) 36 " pipe in Pond 2 (with 18 " outlet control pipe and 36" grate inlet. For each location , describe section shape & area , flow line slope (min . & max .), surfaces , and 100-year design flow . N/A we are not altering the natural channe l Watercourses (and tributaries): Aside from fringe changes , are Regulatory Watercourses proposed to be altered? _x_ No --Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses . Address existing and proposed section size and shape , surfaces, alignment , flow line changes , length affected , and capacity, and provide full documentation of analys is procedures and data . Is full repo rt submitted? Yes --No If "no " explain : All Proposed Channel Work: For all proposed channel work , prov ide in form ation requested in next three boxes . If design is to replicate natural channel , identify location and length here , and describe design in Special Design section of this Part of Report. No channe l modifications were implemented, only enough to fit the proposed berm and discharge pipe. Will 100-year flow be contained with one foot of freeb oard ? _x__ Yes --No If not , identify location and explain : Are ROW I easements sized to contain channel and required maintenance space? --Yes ~No If not , identify location(s) and explain : These i mprovements are privately owned and maintained. Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4 .9) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Ul How many facilities for subject prope rty project? 2 For each provide info . below. Q) c: :>-< For each dry-type facilitiy: Facility 1 Facility 2 0 :z (/) c: Q) Acres served & design volume + 10% 45.Sac 13. 4acft 30 .2ac 5.Sacft 2~< Q) ·- 0 ~ 100-yr volume : free flow & plugged 12 .2acft 14.6acft 5.3acft 7.9ac f t Q) LJ... ..... Design discharge (10 yr & 25 yr) 86.8cfs 105.4cfs 54.9cfs 66.6cfs <( I Spillway crest at 100-yr WSE? ~yes no x --yes no STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17of26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Berms 6 inches above plugged WSE? J _x_ yes --no J_x_yes --no Explain any "no " answers : For each facility what is 25 -yr design Q , and design of outlet structure? Facility 1: 105 .4 cfs -24" pipe Facility 2: 66.6cfs -18" pipe & 36 " grate Do outlets and spillways discharge into a public facility in easement or ROW? Fac ility 1: __ Yes x No Facility 2: Yes x No ------ If "n o" explain : These discharge into a regulatory stream. For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Facility 1: 17 .4 fps & 2.6fps Facility 2: 6 .7f:QS & 2.Sfps Are energy dissipation measures used? --No ~Yes Describe type and location: Both ponds have ro ck rip rap at their dis charge point. For each, is spillway surface treatment other than concrete? Yes or no , and describe : Facility 1: yes , vegetation Facility 2: yes , veget ation For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Rock rip rap and discharge is 20 ' upstream of receiving facility. Facility 2: Rock rip rap and discharge is 70' upstream o f receiving facility . If berms are used give heights , slopes and surface treatments of sides . Facility 1: 15 .Sft /3:1 /vegetation Facility 2: 11.Sf t /3 :1 & 4:1/vegetation Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4 .10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with 8-CS Specifications? Yes or no , and explain if "no ": (/) Q) Facility 1; Yes :;::; =u ~ Q) LL :::J c C:;::::;, Facility 2: Yes 0 c :;::::;, 0 c u Q) ~ Q) 0 For additional facili t ies provide all same information on a separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Are parking areas to be used for detention? _x_ No --Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? No x Yes If "yes ", provide information in next two boxes. ---- Will 25-yr. flow pass without flow ing over driveway in all cases? x Yes No -- Without causing flowing or standing water on public roadway? x Yes No ---- Designs & materials comply with B-CS Technical Specifications? _x_ Yes --No Explain any "no" answers : C'· (/) Ol c ·v; Are culverts parallel to public roadway alignment? _x_ Yes No Explain : (/) 0 --..... (/) u Q) 2 >-i~1 Creeks at Private Drives: Do private driveways , drives , or streets cross drainage Cll ways that serve Above-Project areas or are in public easements/ ROW? "'C 0 x No Yes If "yes " provide information below. Q) z ----(/) I :::J How many instances? Describe location and provide information below . (/) t Q) Location 1: 2 :::J u Q) Locati on 2: ..... <( Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same in formation on separate sheet. Part 4 -Drainage Conce12t and Design Parameters j Continued (Page 4 .11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) u Named Regulatory Watercourses {& Tributaries}: Are culverts proposed on these cn= facil ities? x No __ Yes , then provide full report documenting assumptions , t .c --~ ii! criteria , analysis , computer programs , and study findings that support proposed :; ...... i design(s). Is report provided? __ Yes No If "no ", explain : u Cll -- Q) "'C ..... Q) <( (/) :::J STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTIO N IX APPENDIX D -TECHNICAL D ESIGN SUMMARY Arterial or Major Collector Streets: Will culverts serve these types of roadways? x No Yes How many instances? For each identify the -- location and provide the information below. In stance 1 : Instance 2 : Instance 3 : Yes or No for the 100-year design flow: 1 2 3 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? Is velocity limited pe r conditions (Table C-11 )? Explain any "no" answer(s): Minor Co ll ector or Loca l St reets: Will culverts serve these types of streets? x No Yes How many instances? for each identify the ---- location and provide the information below: Instance 1: Instance 2 : Instance 3: For each instance enter va lue , or "yes " I "no" for : 1 2 3 Design yr . headwater WSE 1 ft . below curb top? 100-yr. max. depth at street crown 2 feet or less? Product of velocity (fps) & depth at crown (ft) = ? Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no" answers : Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.12) Stormwater Management Conce pt (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts : For all proposed culvert facilities (except driveway/roadside -ditch intersects) provide information requested in next eight boxes . "'"Cl Do culverts and travelways intersect at 90 degrees? Yes No If not , t Q) Q) ~ -- -- ~:;::; identify location(s) and intersect angle(s), and justify the design(s): ::Jc (.) 0 2.- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? __ No --Yes If "yes " identify location(s ), describe change(s), and justification : Are flumes or conduit to discharge into culvert barrel(s)? __ No __ Yes If yes , identify location(s) and provide j ustification : Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? --No --Yes If "yes " identify location (s), describe outfall design treatment (s): Is scour/eros ion protection provided to ensure long term stab ility of culvert structural components , and surfacing at culvert ends? __ Yes __ No If "no " Identify locations and provide justification(s): W ill 100-yr flow and spread of backwater be fully contained in street ROW , and/or drainage easements/ ROW? __ Yes --No if not , why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? --No --Yes If "yes " describe location(s ) and mitigation measures : Are all culvert designs and materials in compliance with B-CS Tech . Specifications? --Yes --No If not , explain in Special Design Section of this Part. Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included i n plans for subject property project? x No Yes --If "yes " provide the following information . Name(s) and functional classification of the roadway(s)? Ii) Q) Cl "C ·;:: cc What drainage way(s) is to be crossed? STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY A full report support ing all aspects of the proposed bridge (s) (structural , geotechnical , hydrologic , and hydraulic factors) must accompany this summary report . Is the report provided? --Yes --No If "no " explain : Is a Stormwater Provide a general description of planned techniques : ~ Pollution Prevention ro Plan (SW3P) ::J 0 established for L... project construct ion ? Q) ro s --No --Yes Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems , wetland -type detention , natu ral stream replication , BMPs for water quality , etc .) proposed for any aspect of subject property project? x No Yes If "yes " list general type and location below. ---- Provide full report about the proposed special design(s) including rationale for use and expected benefits . Report must substantiate that stormwater management objectives will not be com p romised, and that maintenance cost will not exceed those of traditional design solution (s). Is report prov ided? --Yes --No If "no " explain : Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4 .14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material (s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications , check type facility(ies) and expla in by specific deta il element. --Detention elements __ Drain system elements --Channel features Culvert features Swales Ditches Inlets Outfalls ---------- __ Valley gutters __ Bridges (expla in in bridge report) In tabl e below briefly ident ify specific element , justification for deviation(s). Specific Detail Element I Justification for Deviation (attach additional sheets if needed) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 22 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no ", action date , and staff name : 1) 2) 3) 4) 5) Design Parameters Hydrology Is a map(s) showing all Design Drainage Areas provided? x Yes No -- Briefly summarize the range of applications made of the Rational Formula : Dra inage areas b oundaries were defined a n d then area characteri stics were dete rm ined. Ar e a, impe r viou s cover, c urve n umber, h ydraulic lon gest path, over l and flow , s h a l low con cent rated flow , time o f con centrat i on, and lag time were the charac t eristics d ef i ned for each drainage area . Rational formula was """'d t o "; 7"' s t r>rm.,ewer ;i n cl ; nl ets r>n l v What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 2 .36 acres Location (or identifier): DAS6 within site . Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4 .15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration , was segment analysis used? No x Yes In approximately what percent of Design Drainage Areas? 100 % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? x No __ Yes If "yes " -- identify type of data, source(s), and where applied: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 23 of 26 APPENDIX. D : TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For each of the st ormwater manageme nt features listed below identify the storm return frequenci es (y ear) analyzed (or checked), and that used as t he bas is for design . Feature Analys is Y ear(s) Design Year Storm drain system for arterial a nd co llector streets Storm drain system for local streets 10&100 100 Open channels Swale/buried conduit combinat ion in lieu of channel Sw ales Roadside ditches and culverts serving them 25&100 25 Detention faci lities : spillway crest a nd its outfall Detention facilities : outlet and conveyance structure(s) 2 ,5,10 ,25 ,100 all Detention facilities : volume when outlet plugged Culverts serv ing pri vate drives or streets Culverts serving public roadways Bridges : provi de in bridge report. Hy draulics W hat is the range of design flow ve locities as outlined be lo w? Design flow ve locit ies ; Gutters Cond ui t Culverts Swales Cha nnels Highest (feet per second) 4.6 Lowest (feet per second) Streets an d Sto rm D rain Syst ems Provide the summary information o utlined below : Roughness coefficients used : For street gutters : For conduit type(s) RCP Coefficients : 0.013 Part 4 - D rainage Con ce gt and Design Parameters I Co nt inued (Page 4.16) Design Parameters (con ti nued) Hyd rau li cs (co nt inued ) St reet and Storm Dra in Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? x No Yes Hea d and friction losses x No Yes -- ------ Explain any "yes " answer: In conduit is ve lo c ity generally inc rease d in the down stream direction? x Yes No ---- Are elevation drops provided at in lets, manholes, and jun ct ion boxes? x Yes No ---- Explain any "no" a ns wers : STORMWATER DESIG N GUIDELINES Effective February 2007 Page 24 of 26 A PPENDIX. D : TECH . DESIGN SUMMARY As Revised February 200 8 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Are hydraul ic grade lines calculated and shown for design storm? x Yes No ---- For 100-year flow conditions? x Yes No Explain any "no " answers: -- -- What tailwater conditions were assumed at outfall point(s) of the storm dra in system? Identify each location and explain : Tai lwater condit i o ns were based on the elevation of water in the detent i on ponds. If the tailwa ter elevation was l ower than the stormwate r pipe soffit at the cul vert, stormwater pipe was assumed t o be full. Open Channels If a HEC analysis is utilized , does it follow Sec Vl.F .5.a? --Yes --No Outside of stra ight sections , is flow regime within limits of sub-critical flow? __ Yes __ No If "no " list locations and explain : Culverts If plan sheets do not provide the following for each culvert , describe it here . For each design discharge , will operation be outlet (barrel ) control or inlet control? Inlet Entrance , friction and exit losses: 0 .5, 0.013, 1. 0 Bridges Provide all in bridge report Part 4 -Drainage Concept and Design Parameters Continued (Page 4 .17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below , being sure to identify the software name and version , the date of the ve rsion , any applicable patches and the publisher 1 . HEC -HMS 3.5 2. Microsoft Exce l Part 5 -Plans and Specifications STORMWATER DESIGN GUIDELINES Effecti ve February 2007 Page 25 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Requirements for submitta l of construction drawings and specifications do not differ due to use of a Technical Design Summary Report . See Section Ill , Paragraph C3 . Part 6 -Conclusions and Attestation Conclusions Add any concluding information here : Attestation Provide att estation to the accuracy and completeness of the forego ing 6 Parts of this Technical Desi n Summar Draina e Re art b si nin and sealin below. "This report (plan) for the drainage design of the development named in Part B was prepared by me (o r under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits re ired by any and all sta te and federal regulatory agencies for th ~ drainage i p ove ments have been issued or fall under applicable general P e_}~; .. ?.~ . .!.~._ (Affix Seal) ;'*Cb_/ * ·· ... ~ 1~ ,. ii!*: ..• -?1} 1 l f.v~~~~i~~·:.·.·;:~9.~~~· gine er ~ \ 77689 : f.iJ I ~~ .... "Y <>/i!J~ II O,(\ ·· .•• ~G /ST~?:~··· ~ .,£ State of Te x as PE No . 11 L?8'q fill if p-144-~~si()Nf.:C~~: STORMWATER DESIGN GUIDELINES Effective Fe b ruary 2007 Page 26 of 26 APPENDIX. D : TECH. DES IGN SUMMARY As Revised February 2008 LETTER OF COMPLETION" DATE: 5 /J/ /13 I CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS RE : coMPLET10N oF Cc 1(/l0£. ~ OF CoLL£0E. STJtll()AJvPll-~5 Dear S ir: 'DP (0-Z.,.~3. The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under City inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas . This approval and acceptance by the City is requested in order that we may finalize any subcontracts and to affirm their warranty on the work. Th is approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above reference<fproject. The one-year warranty is hereby affirmed and agreed to by 01-1..,;{,F.. 5'tAT1orJ?{(oPf/Wf:5; Lf and by their subcontractors as indicated by signatures below. WORK COMPLETED ulAtttySf:Wu} £?eAWA6E) STfEf Z:~ r "9oEW.11ltS Phone Number: 11>5-4 J t/-t,L/O 0 Address: Y3 t tJ +fiu lcv l fl;;, M.itljh.4 µ. kl 35z 2 3 I Signature: -&-1f.,YQ ~ Revised 1131/07 WARRANTY DATE r:f ~_.2/-/3' Lm- 6 ~2/ -/3 G&rl tf{r--2 I -/ 3 Phone Number: zo5·L/1 ~ • <.,t/O O Address: '-/_!, 1 Off;v ?w (_ i>,-. h lr A .. u(jht<M 1 Al_ 3522 .S -----.) - Signature: '\" \- ENGINEER'S ESTIMATE CAPSTONE COTTAGES -P U B LI C IN F RASTRUCTU RE 11 toM NO. QUANTITY UNIT DESCRIPT ION UNIT PRICE TOTAL COST Onsite Waterline 1 1 LS Prepare R .O .W . $ 15,400.00 $ 15,400.00 2 1 LS Mo bili zatio n $ 9,900.00 $ 9 ,900 .00 3 1 LS Si lt Fencinq & Associated S to rm Water R unoff P revention $ 4 ,000 .00 $ 4,000 .0 0 4 200.0 LF 12" PVC Waterli ne (AWWA C909 CL 200) $ 44 .15 $ 8 ,830 .00 5 6420.0 LF 8" P VC W aterline (AWWA C909 CL 200) $ 27 .50 $ 176 ,550.00 6 34 75 .6 LF 6" PVC W aterlin e (AWWA C909 C L 200) $ 20 .68 $ 71 ,875 .41 7 2226 .0 LF 4" PVC Waterl ine (AWWA C909 C L 200) $ 20 .00 $ 44 ,520 .0 0 8 1 EA 12" M .J. Gate Valve & Box $ 2 ,085 .00 $ 2 ,085.0 0 9 1 EA 12"x8 " M .J . Tee $ 6 15 .00 $ 615.00 10 1 EA 12"x8 " M .J . Red uce r $ 40 3 .00 $ 403.00 1 1 1 EA 10" M .J. Gate Va lve & Box $ 1,8 00 .00 $ 1,800.0 0 12 1 EA 10"x8" M .J . Tee $ 800 .00 $ 800.00 13 5 1 EA 8" M .J . Gate Va lve & Box $ 1,250.00 $ 63,750.0 0 14 1 EA 8"x6" M .J . Cross $ 545 .00 $ 545 .00 15 1 EA 8"x4" M .J . Cross $ 760 .00 $ 760.00 16 13 EA 8"x8" M .J . T ee $ 510 .00 $ 6,630 .0 0 17 11 EA 8"x6" M .J . T ee $ 467 .50 $ 5 ,14 2 .5 0 18 4 8 EA 8"x4" M .J . Tee $ 364 .00 $ 17,472 .0 0 19 8 EA 8"x6" M .J . Redu cer $ 280 .00 $ 2,24 0 .00 20 1 EA 8"x4" M.J . Redu ce r $ 260 .00 $ 260 .0 0 21 1 EA 8"x9 0 D eqree M .J . Be nd $ 320 .00 $ 320 .0 0 22 29 EA 8"x45 Deg ree M .J . Bend $ 320.00 $ 9,28 0 .00 23 2 EA 8"x22 .5 Degre e M .J . Be nd $ 320.00 $ 640.00 24 2 EA 8 " M.J . Cap $ 156 .60 $ 313.20 25 23 EA 6" M .J. G ate V alve & Box $ 908.15 $ 20,88 7.4 5 26 6 EA 6" M.J . G ate V alve & Box w/ Locki ng Lid $ 1 ,100 .00 $ 6 ,600 .00 27 2 EA 6"x4" M .J . C ross $ 600 .00 $ 1,200 .00 28 8 EA 6"x6" M .J . T ee $ 410 .00 $ 3,280 .00 29 35 EA 6"x4 " M .J . Tee $ 3 16 .00 $ 11 ,060.00 30 2 EA 6"x4" M .J . Redu cer $ 500.00 $ 1,000 .00 3 1 1 EA 6"x90 D eqree M .J. Bend $ 255 .50 $ 255 .50 32 16 EA 6"x45 Deqree M .J. Ben d $ 255.50 $ 4 ,088 .00 33 2 EA 6"x22.5 Degree M .J . Ben d $ 255 .50 $ 51 1.00 34 1 EA 6"x 11 .25 D egree M .J . Be nd $ 255.50 $ 255.50 35 103 EA 4 " M .J . Gate Va lve & Box $ 825.00 $ 84 ,975 .00 36 3 EA 4"x4" M .J . Tee $ 259 .50 $ 778 .50 37 2 EA 4"x90 D eg. M .J . Bend $ 2 10 .00 $ 420.00 38 1 EA 4"x45 D eq . M .J . Be nd $ 2 10.00 $ 2 10 .00 39 2 EA Co nn ectio n to existing sys te m $ 2 ,000 .00 $ 4 ,000 .00 40 2 EA 2" Blowoff Valve A sse mbly $ 1,300.00 $ 2,600.00 41 14 EA Std . Fire Hvd ra nt Assembly $ 3,265 .00 $ 45 ,7 10.00 42 9523.7 LF Stru ctu ra l Backfil l $ 8 .0 0 $ 76,189 .60 43 1 LS Bacte ria T est $ 1,200 .00 $ 1,200.00 44 97 EA Point of Conn ectio n ma rk er $ 10.00 $ 970.00 45 1 LS Pressure T est $ 3 ,500 .00 $ 3 ,500.00 46 104 EA W ate r Meter Co nn ectio n Fi ttings and Valves $ 650 .00 $ 67 ,600 .00 4 7 18 1 EA T h ru st B locks fo r Fitti ngs $ 45 .00 $ 8,14 5 .00 4 8 1232 1.3 L F Trenc h P rotection $ 5 .00 $ 6 1,606 .50 O nSite Waterline Total : $ 851,173.16 Leasing Trai ler W aterl i ne 1 1 EA Co nn ection to Existing System $ 2,000 .00 $ 2,000.00 2 1 EA 12"x6" MJ T ee $ 6 15 .00 $ 615.00 3 1 EA 6" M .J. Gate Va lve & Box $ 908 .15 $ 908.15 4 1 LS Bacteri a T est $ 200 .00 $ 200 .00 5 1 LS Pressure Test $ 250.00 $ 250 .00 6 1 EA Thrust B locks for F ittings $ 4 5 .00 $ 45 .00 4 1 EA Std. Fire Hydrant A ssembl y $ 3 ,26 5.00 $ 3 ,265 .00 5 10 LF I ren ch P ro tectio n $ 5 .00 $ 50 .00 Leasing T raile r Waterli n e Total : $ 7,333 .15 . ._ . ...:.,,,~ P ublic Waterline Total : $ 858,506.31 --~ .,._ ~r ~ 1',. /~A,,,~~.-.*.~-:r--1. * .· ·. 15' .· .. it * / .... * ······························. Engineers -Bid Tabulation Capstone Cottages -April 2011 CLEAR & GRUB , SI L T C O N TROL Q UAN TITY Mobilization 1 Bond Clear& Gru b 2 Entrance Stone 11 1 Silt Fence 2 ,6 15 Inlet Protection 5 Street Cleaning (Maintenance Activity) Traffic Control As-Bui lt Plans Concrete Wash Out Pits EARTHWORK & G RADING QUANTITY Strip Topsoil 1,37 4 Re-Spread Topsoil 397 GENERAL C O NS TRUCTIO N Q UAN TITY Prepare R.O.W . 1 Cellulose Fiber Mulch Seeding 2 349 Excavation 1,555 Embanlanent 141 6" Lime Treated Subgrade 5,036 8" Concrete Paving 40,834 Wheelchair Ramps 1,3 99 Concrete Sidewalk 11,096 Signing and Striping 1 Remove & Replace Sidewalk 175 Demo Existing Sidewalk 10 2 Rock Ri p Rap (18" Normal Size) 106 Construction Staking I UN IT LS LS AC TN LF EA EA EA EA EA UN IT CY CY UN IT LS SY CY CY SY SY EA SF LS SF LF SY LS u IT PRICE SU BTOTAL $ 4,200.00 $ 4,200.00 $ 7,200 .00 $ 7,200.00 $ 2,100.00 $ 3,570.00 $ 21.00 $ 2,331.00 $ 2.70 $ 7,060.50 $ 162 .00 $ 810 .00 $ 4,000.00 $ 4,000.00 $ 1,650 .00 $ 1,650 .0 0 $ 1,800.00 $ 1,800.00 $ 1,000.00 $ 1,000.00 T OTA L $ 33,621.50 UN IT PRICE SUBT O TAL $ 2 .85 $ 3,915.90 $ 8 .80 $ 3,493.60 T OTAL $ 7,409.50 UNI T PRICE SUBTO TAL $ 1.00 $ 1.00 $ 1.00 $ 2 349.00 $ 2.35 $ 3,654.25 $ 3.50 $ 493.50 $ 4.25 $ 21,403.00 $ 3.85 $ 157,210.90 $ 10 .5 0 $ 14,689 .50 $ 3.65 $ 40 ,500.40 $ 3,000.00 $ 3,000 .00 $ 6.00 $ 1,050.00 $ 2.50 $ 255.00 $ 31.65 $ 3,354 .9 0 $ 6,850 .00 $ 6,850.00 T OTAL $ 25 4,811.45 SANITARY SEWER QUANTITY UNIT u IT PRICE SUBTOTAL 12" PVC Sanitary Sewer (D30 34 SDR 26) Extra D ep th 437 LF $ 48 .50 $ 2 1,194.50 10" PVC Sanitary Sewer (D 3034 SDR 26) Extra Depth 1,739 LF $ 45.00 $ 78,255.00 8" PVC Sa n itary Sewer (D3 034 SDR 26) Extra Depth 1,559 LF $ 38.50 $ 60,021.50 8" PVC Sanitary Sewer (D 3034 SDR 26) 289 LF $ 35.00 $ 10 ,1 15 .00 4' Standard Manhole (Extra Depth) 15 EA $ 3,85 0 .00 $ 57,750.00 4 ' Standard Manhole 2 EA $ 2,370.00 $ 4,740.00 4' Standard Drop Manhole (Extra D epth) EA $ 4,200.00 $ 4,200.00 Connect to Existing System LS $ 800 .00 $ 800.00 Structural Backfill 5,239 CY $ 1.00 $ 5,239.00 Trench Protection 4,024 LF $ 1.00 $ 4,024.00 TOTAL $ 246,339.00 WATERLINE QUANTITY UNI T UNIT PRICE SUBTOTAL 12" PVC Waterline (A WW A C900 CL 200) w/ Struct. Bkfl 283 LF $ 44.15 $ 12,494.45 12"xl2" M.J. Tee 1 EA $ 78 0.0 0 $ 780.00 12" M.J. Gate Valve & Box 2 EA $ 2,085.00 $ 4,170 .00 6" Blowoff E A $ 2,000.00 $ 2,000 .00 12" M.J. Plu g EA $ 480.00 $ 480.00 Connect to Existing System EA $ 2,000 .00 $ 2,000.00 Trench Protection 283 LF $ 1.00 $ 283 .00 TOTAL $ 22,207.45 STORM DRAIN QUANTITY UNIT u IT PRICE SUBTOTAL 18 " RCP (Clas s III ASTM C-76) w/ Structural Backfill 141 LF $ 49.00 $ 6,909.00 18" RC P (Class III ASTM C-76) LF $ 49.00 $ 5' Stan dard Recessed Inl et 11 EA $ 3,350.00 $ 36,850 .00 Connect to Existing E A $ 850 .00 $ 850.00 Trench Protection 141 LF $ 1.00 $ 14 1.00 TOTAL $ 44,750.00 PROJECT BID TOTAL Is 609,138.90 1 - \ SOP: Filing of Final Plats -Letters of Completion Engineering Inspector/Date: ~--\-\\\'\I'\ \<.ek-~-2\-\ ~ Project Engineer/Date:~,e\U. S\0(\Yl \o-2-6-\3 DP Number: D \) l\ _ y b 1) \) \ 0 _ ~ ~ 3 10/01/10 Inspectors shall acquire written (i.e. email) punchlist comments and subsequently written confirmation from the following contacts before forwarding Letter of Completion to development review engineer: ~ ~rosion/Drainage: Donnie Willis (0: 764-6375, C: 229-7632) cY CS Water Services -General: Charles "Butch" Willis (0: 764-3435, C: 777-1202) • Water -coordinate fire flow analyses (or the design engineer for non-city utilities) and confirm test results meets min requirements with the dev review engineer (specific hydrants to test, if simultaneous, and min allowable flow) • Sanitary a CS Water Service -Liftstation: Doug Wallace (0 : 764-6333) a ~ Electric and Streetlights: Gilbert Martinez (0: 764-6255) ¥BTU Electric and Streetlights: Sonia Creda (0: 821-5770) John Fontinoe or Randy Trimble (0: 821-5728) Confirm with development review engineer that service agreement is in place with BTU a Non-City Utility Service Providers: (Wellborn Water SUD, Brushy Creek SUD, Wickson Creek SUD, etc) confirm with development review engineer that infrastructure is complete and for outstanding issues, a 9igital Constrution Pictures: From contractor on CD-R, Inspector to confirm and file V'Record Drawings: (2 Red-Lined Copies) for all Public Infrastructure with the following attestation: "I, General Contractor for development, certify that the improvements shown on this sheet were actually built, and that said improvements are shown substantially hereon. I hereby certify that to the best of my knowledge, that the materials of construction and sizes of manufactured items, if any are stated correctly hereon." General Contractor ~cord Drawings: (2 Red-Lined Copies) for Public Drainage Infrastructure including Private Detention Facilities with the following attestations: "I hereby attest that I am familiar with the approved drainage plan and associated construction drawings and furthermore, attest that the drainage facilities have been constructed within dimensional tolerances prescribed by the Bryan & College station Unified Stormwater Design Guidelines and in accordance with the approved construction plans or amendments thereto approved by the City of College Station." (affix seal) Licensed Professional Engineer State of Texas No. ___ _ "I certify that the subdivision improvements shown on.thi.s s.heet were actually built, and that said improvements are substantially as shown hereon. I furtlier certify, to the best of my knowledge, that the materials of construction and sizes of manufactured items, if any, are stated correctly hereon." General Contractor Inspectors to review Red-lined Record Drawings, upon acceptable confirmation of drawings, inspector to : ,/' file one set of Record Drawings in Public Works files, and Q/' forward one set of Record Drawings to Jeffery Speed (CSU) Inspectors should forward Letters of Completion to the development review engineer that reviewed and stamped the construction plans after confirming: t/ the date on the Letter of Completion Warranty should reflect the date when all associated punchlist items are completed, and o /the Owner is shall be listed as the one affirming the one-year warranty Development review engineer to: o Add Dev Permit Number to Letter of Completion o stamp the Letter of Completion to confirm by initialing that the final plat is filed (or mylar is ready to be filed), all necessary easements (including offsite) have been filed, and blanket easement issues are resolved, and o initial and route the Final Plat mylar for filing. (Note if the developer provided surety the plat it may have been filed ahead of construction.) Deborah Grace-Rosier (Planning} to file the Final Plat utilizes a coversheet to confirm: o infrastructure is accepted by Letter of Completion -or-Surety is provided and acceptable, o signed and notarized mylar of final plat, o parkland dedication has been paid, o digital file of final plat is provided, o a current paid tax certificate has been submitted, and Development review engineer, upon the filing of Final Plat, stamp the Letter of Completion with the new stamp and verify-initial-n/a the Final Plat was filed, offsite easements have been filed, we have all necessary easements, etc -and then forward the Letter of Completion to Alan Gibbs (City Engineer) for final signature. Carol (Sr. Asst. City Engineer) to: o enter the engineer's estimate and Letter of Completion date into Inspection List o forward hard original of finalized Letter of Completion to Mandi Alford (P&DS). Mandi to: verify o signatures on the Letter of Completion, o forward scanned copy of Letter of Completion and associated Engineers Estimate to the owner, developer, contractor, Terry Boriskie (Building), Ben McCarty (Building), Janet Dudding (Accounting), Jeffery Speed (CSU), Stephen Maldonado Sr. (CSU), Diane Broadhurst (CSU), Charles "Butch" Willis (CSU), Sue Hosea (CSU), Carol Cotter (Engineering), Alan Gibbs (Engineering) and Deborah Grace-Rosier (Planning), o if don't have email addresses, mail copies to the owner and contractor, and o place the original in Development Permit file. Deborah to place a hard copy of the Letter of Completion in the associated Planning Final Plat file. .... * * * * * * * * * * * Keith Tinker Cottages of College Station 2300 Cottage Ln College Station Tx 6/20/13 Bryan Texas Utilities has completed the installation of the underground primary and secondary electrical utilities for Cottages of College Station located at 2300 Cottage lane, College Station Texas . Keith Tinker From: Sent: To: Cc: Subject: Donnie Willis Wednesday , June 19 , 2013 2 : 17 PM Jennifer Prochazka ; Gina Bosquez ; Alan Gibbs ; Artis Lawson ; Benjamin Mccarty; Brenda Godfrey ; Brenda Herr; Bridgette George ; Brittany Caldwell ; Carol Cotter; Charles Butch . Willis ; Chris Haver; Crystal Derkowski ; Daniel Graalum ; Danielle Singh; Eaphrame Thomas ; Eric Dotson; Eric Horton ; Eric Hurt ; Er ika Bridges ; Gale Watson ; Gilbert Martinez ; Grant Faust ; Israel Koite ; James Boykin; Jason Schubert ; Jenifer Paz ; Jerry Duffey ; Jim Giles ; Joyce Duda ; Julie Caler; Keith Tinker; Lori Gove ; Matt Robinson ; Matthew Marek ; Morgan Hester ; Nick Schnettler; Norman Herrick ; Patsy Wiley ; Paul Schoenfeld ; Pete Garcia ; Ray W . Argersinger ; Raymond Olson ; Robin Krause ; Rodney Harris ; Samuel D. Weida ; Sean Dwyer ; Stephen A Maldonado Jr.; Stephen Maldonado ; Stephen Smith ; Teresa Rogers ; Tony Michalsky; Wally Urrutia ; Walter J. Jones ; Weldon Davis 'Efluker@capstonemail .com' RE : Cottages of College Station CO's I agree with Mrs. Prochazka assessment of acquiring a full CO. Drainage is OK for a temp CO (30 days) on units 9301-9323 with the following conditions: -Establish ground cover (grass) on both sides of all berms to stop erosion From: Jennifer Prochazka Sent: Wednesday, June 19, 2013 1:26 PM To: Gina Bosquez; Alan Gibbs; Artis Lawson; Benjamin Mccarty; Brenda Godfrey; Brenda Herr; Bridgette George; Brittany Caldwell; Carol Cotter; Charles Butch. Willis; Chris Haver; Crystal Derkowski; Daniel Graalum; Danielle Singh; Donnie Willis; Eaphrame Thomas; Eric Dotson; Eric Horton; Eric Hurt; Erika Bridges; Gale Watson; Gilbert Martinez; Grant Faust; Israel Koite; James Boykin; Jason Schubert; Jenifer Paz; Jerry Duffey; Jim Giles; Joyce Duda; Julie Caler; Keith Tinker; Lori Gove; Matt Robinson; Matthew Marek; Morgan Hester; Nick Schnettler; Norman Herrick; Patsy Wiley; Paul Schoenfeld; Pete Garcia; Ray W. Argersinger; Raymond Olson; Robin Krause; Rodney Harris; Samuel D. Weida; Sean Dwyer; Stephen A. Maldonado Jr.; Stephen Maldonado; Stephen Smith; Teresa Rogers; Tony Michalsky; Wally Urrutia; Walter J. Jones; Weldon Davis Cc: 'Efluker@capstonemail.com' Subject: RE: Cottages of College Station CO's Planning is ok for a temp CO (30 days) on units 9301-9323 with the following conditions: -Establish ground cover (grass) on both sides of all berms to stop erosion -All property located at the rear of the project (pipeline easement area) needs to be fully vegetated to stop erosion -Three trees in buffer area are dead and do not appear to be irrigated (please replace and irrigate) -Plant the group of trees at the corner of the property in the buffer area, as discussed. -Remove the Cottages advertising sign on the commercial property located in front of the development (off-premise signage) Planning is ok for a temp CO (7 days) on units 9501-9516 with the following conditions: -Furniture, boxes, and large dumpster need to be removed and the parking spaces striped along these units. -Remove the Cottages advertising sign on the commercial property located in front of the development (off-premise signage) Planning is ok for a FULL CO on all other units. Jennifer Prochazka, AICP Principal Planner Planning & Development Services 1 City of College Station P.O. Box 9960 1101 Texas Avenue College Station, TX 77842 Office: 979.764.3570 Fax: 979.764.3496 Email: jprochazka@cstx.gov Website: www.cstx.gov City of College Station Home of Texas A&M University COL!'..£0£ 8T AT IO !I ------------- From: Gina Bosquez Sent: Wednesday, June 19, 2013 1:15 PM To: Alan Gibbs; Artis Lawson; Benjamin Mccarty; Brenda Godfrey; Brenda Herr; Bridgette George; Brittany Caldwell; carol Cotter; Charles Butch. Willis; Chris Haver; Crystal Derkowski; Daniel Graalum; Danielle Singh; Donnie Willis; Eaphrame Thomas; Eric Dotson; Eric Horton; Eric Hurt; Erika Bridges; Gale Watson; Gilbert Martinez; Gina Bosquez; Grant Faust; Israel Koite; James Boykin; Jason Schubert; Jenifer Paz; Jennifer Prochazka; Jerry Duffey; Jim Giles; Joyce Duda; Julie caler; Keith Tinker; Lori Gove; Matt Robinson; Matthew Marek; Morgan Hester; Nick Schnettler; Norman Herrick; Patsy Wiley; Paul Schoenfeld; Pete Garcia; Ray W . Argersinger; Raymond Olson; Robin Krause; Rodney Harris; Samuel D. Weido; Sean Dwyer; Stephen A. Maldonado Jr.; Stephen Maldonado; Stephen Smith; Teresa Rogers; Tony Michalsky; Wally Urrutia; Walter J. Jones; Weldon Davis Subject: Cottages of College Station CO's Please let us know if you have any issues? Thanks ! Gina Bosquez Permit Tec hnician Planning & Development P.O. Box 99 60 1101 Texas Ave nue College Station , TX 77842 Office: 979. 764.3570 Fax: 979.764.3496 ********************* City of College Station Home of Texas A&M University '" From: Eldric Fluker [mailto:EFluker@capstonemail.com ] Sent: Monday, June 17, 2013 3:36 PM To: Robin Krause; Gina Bosquez Cc: Jennifer Prochazka; Chuck McCachren; Andin Faison Subject: Cottages of College Station CO's 2 Robin Please find attached a list of all of our permits for the remaining units which are basically lots 70 -169 . We are requesting a CO on all of those units as well as the previous ones that are currently holding TCO's. Our request date for all the CO'S is June 20, 2013. We feel that we have met the comments by the city on all aspects of the CO requirements. We have also forwarded to Keith Tinker the letter of completion and have attached a copy for your review. Thank You for all of your help with this project. It has been a pleasure working with the City of College Station. Sincerely Eldric Fluker Construction Manager/Civil & Concrete Division • CAPSTO E COLLEG IA TE C OMM U I I 431 Office Park Drive B irmingham , AL 35223 phone 205.414 .6484 fax 2 05.4 14 .6405 cell 20 5.229 .2235 efluker@capstonemail .com 3 ·~ <=ITY C>F <= C>T ,I ,ECT CIP/Development Project Punch List Project Name: Cottages of College Station Date: 06-29-12 Inspector: K. Tinker Items to be Addressed: 1 Straighten all Fire Hydrants. 2 Mow the ROW. 3 Remove silt fence from areas of established vegetation. Silt fence should remain in areas where vegetation is still being established. 4 Clean streets/sidewalks. 5 Establish grass in easements and ROW . 6 Clean future street area off Junctions Boys Dr. 7 Clean up construction debris. 8 Raise and level meter boxes to final grade. 9 Pour concrete pads around all valves not located in pavement. 10 Clean all valve boxes and remove silt. 11 Install extensions on all valves, deeper than 5'. 12 Finish grouting sanitary sewer manholes. 13 Complete overflow swales from the detention pond . 14 Install street signs in proper place on public streets, to most current standards . 15 Establish vegetation in the detention pond and on the slopes. Please submit a re plat dedicating the permanent easements for the public 16 infrastructure. Please submit exhibits showing the phases in which the infrastructure will be 17 accepted. 18 Plug sanitary sewer system between phase 1 and 3 to prevent construction debris from entering the system. Please provide a copy of the email stating that no dam permit is necessary for the 19 detention ponds. Contractor Inspector Initials : Initials : 20 ~ Please add a note on the asbuilts about the compaction of the detention pond berm. I CIP/Development Engineer Approval : & Josh Norton -Fwd: RE: Cottage of College Station From: To: Date: Subject: Alan Gibbs Norton, Josh 3/28/2012 11:43 AM Fwd: RE: Cottage of College Station Thanks -can you print this and stick it in the Site Plan/DP file >>>Josh Norton 3/28/2012 11:23 AM >>> Alan, Page 1 of 4 See attached map that I e-mailed to Donetta. This map reflects the Map Mod Update effective May 16, 2012 (FEMA Map Panel 305E). The current effective map is Panel 182C and essentially is identical to the Map Mod Update. Donetta and I discussed the fact that there is no FEMA regulated special flood hazard area on the subject Cottages tract (show with a red "X"), as depicted on the attached map. It appears that the information Donetta received depicted some of the information from the recent M&M study, which established base flood elevations in this area but did not establish a FEMA regulated Special Flood Hazard Area as it was never submitted to FEMA as a LOMR. In addition it appears the information that Donetta received did not include the 2818 Place LOMR (07-06-1353P dated May 22, 2008) which established base flood elevations and floodways (BETTER DATA) for the adjacent tract to the north (2818 Place). Josh >>> "Walsh, Donetta " <Donetta.Walsh@fema.dhs.gov> 3/28/2012 10:31 AM >>> Josh : I received a letter and large map w/floodplain overlay from the Markos. I also had a vo ice message from Mr. Marko fro m yesterday afternoon while I was out of the office . From my perspective , only development occurring in the SFHA is subject to NFIP minimum requirements . realize this development has occurred in many different stages . According to the overlay provided by the Markos, it appears that 3 buildings on the property are located in the SFHA . I believe you mentioned during one of our d iscussions that a LOMR had been filed for some of the development that occurred in the SFHA but in looking at the LOMRs on the map service center, I was unable to tell from legal descriptions which LOMR might cover this area . Was a LOMR filed for the portions of this development that occurred in the SFHA . Of course , if the SFHA was not altered , no LOMR would have been required only that the structures be located at or above BFE (or to College Station standards). I'm sorry, it's been some time since I researched this project and I don't recall all of our conversat ions . Could you please provide me information on what was done , how it was permitted for the structures and any associated drainage , diversion , etc. for the structures located in the SFHA? ;[)cmnie Wat.,fi, e5 M Natural Hazards Prog ram Special ist FEMA Reg ion VI (940) 898 -5207 donetta .wa lsh@fema .dhs.gov fi le ://C:\Document s an d S e ttin gs~norton\L ocal Setting s\Temp \X Pgrp w ise\4F72 F9 66 City o... 3/2 8/20 12 From: Josh Norton [mailto:Jnorton@cstx.gov] Sent: Wednesday, February 29, 2012 10:26 AM To: Walsh, Donetta Cc: Alan Gibbs Subject: RE: Cottage of College Station Donetta, Page 2of4 This e-mail is in regards to and a follow up to the telephone conversation we had last week. In discussions this week with the subject adjacent developer and their engineer it sounds like many of the Marko's requests are proposed to be implemented (ie. removal of berm and walking trail adjacent to their property, additional landscaping , etc). I spoke to Mrs. Marko on Monday, February 27th to confirm that it was my understanding that the developer intended to make these changes to their design and that I would let her know as soon as the proposed changes were submitted to the City for review and approval. In regards to the drainage characteristic of the subject tract and the specific drainage design for the subject development: *The subject tract is not encroached by a FEMA designated Special Flood Hazard Area Zone A (flood plain), however Mitchell & Morgan, the design engineer for the project, did perform a detailed drainage analysis in order to determine base flood elevations for the subject area *Concerning post development mitigation efforts, Mitchell & Morgan designed two on-site detention facilities to return the post development run-off to pre development conditions Please let me know if you would like me to scan and e-mail you Mitchell & Morgan's engineered drainage report and analysis . Thanks -Josh Norton >>>"Walsh, Donetta" <Donetta.Walsh@fema.dhs.gov> 02/21/2012 8:46 AM >>> Josh : Based on current FIRMs (paper maps) for this area that I have access to, I'm having some difficulty in pinpointing exact location of Marko's property and the construction site . Do you have GIS map w/SFHA overlaid of the subject area? I realize you have been in contact with the Marko's and Karen Marko called my desk phone yesterday (we were off for federal holiday). I need to get back with them and probably need to visit with you first on what discussions have been held between the City and the Markos . 9.>onnie Wat.,fi, efi-M Natural Hazards Program Specialist FEMA Reg ion VI (940) 898-5207 donetta.walsh@fema .dhs.gov file ://C:\Documents and Settings~norton\Local Settings\Temp\XPgrpwise \4F72F966City o ... 3/28 /2012 From: Josh Norton [mailto:Jnorton@cstx.gov] Sent: Wednesday, February 15, 2012 12:01 PM To: bcbr@verizon.net Subject: RE: Cottage of College Station Mr. and Mrs. Marko, Page 3 of 4 Approvals pertaining to the subject project include: a Rezoning including a Concept Plan for a Planned Development District, Preliminary Plat, Final Plat for a portion of the area illustrated on the Preliminary Plat being Lot 1, Block 3 and Lot 2, Block 1 of The Cottages of College Station PH 1 and a Site Plan for the apartment complex that is currently under construction on Lot 2, Block 1 of The Cottages of College Station PH 1. I will gather all related construction documents and technical reports that you have referenced and place them at the front counter under your name. As the subject project has a tremendous amount of information pertaining to it, I would recommend that you come by and review these documents and one of our customer service representatives can make copies of any of the information you may want to take with you. The drainage area immediately adjacent to your property that you are referencing is not a FEMA designated Special Flood Hazard Area Zone A (flood plain), however Mitchell & Morgan, the design engineer for the project, did perform a detailed drainage analysis pertaining to the area in question. This detailed drainage analysis will be included in the information that you have requested to review . Our staff is very familiar with the subject tract, it's varying topographical characteristics and current construction efforts underway, in addition there is a member of our Engineering Inspection staff specifically assigned to the project and responsible for daily inspections. As I mentioned on the phone yesterday, I have a meeting today with Planning to discuss the possibility of adjusting the alignment of the proposed multi-use path. Once Planning has established some viable options I would like to facilitate a meeting involved you and your wife to discuss these options. This meeting might also be a good opportunity to discuss the questions you have raised in the e-mail below . Thanks -Josh Norton >>> MARKO'S <bcbr@verizon.net> 02/13/2012 4:37 PM >>> Dear Mr . Norton, In reference to our conversation last week about the Capstone Development of "The Cottages of College Station", could you please answer the following discovery questions. 1. Have you or anyone from your department received any written request ( a final plat application) or plans for Capstone to fill in part of the flood plain and or stream that was part of the floor plain that is located next to and parallel to our property? 2. Have you, or anyone from your department, or Capstone Development completed a drainage study detailing the impact of water drainage to the Cedar Ridge Rural home development, specifically my property located at 3769 Cedar Ridge Drive? 3. Have you or anyone from your department seen a copy of The Cottage of College Station (Capstone) landscape blue prints or plans to build 3' to 4' berms next to my land, starting at my barbwire fence line, which is also the city limits? fi le ://C :\Documents and Settings\j norton\Local Settings\Temp\XPgrp w ise\4F72 F 966City o... 3/28 /2 012 Page 4 of 4 4. If you or your department has any written information pertaining to any of the above three questions, could I please have a copy including any blueprints or plans? I will be happy to pick them up and pay any cost the city request. 5. Have you or anyone in your department approved of any of the above mentioned documentation to allow Capstone to proceed with their project? 6. Have you or anyone from your department physically drove out to and walked the flood plain, stream, and land parallel to the Cedar Ridge Drive rural neighborhood to survey the preexisting drainage before Capstone started their development? Please respond in writing, however you may call Karan or myself at any time. Sincerely, Virgil L. Marko 979-412-3772 Karan Marko 979-412-3768 Fax 979-775-4184 Email: bcbr@verizon.net file://C:\Documents and Settings~norton\Local Settings\Temp\XPgrpwise \4F72F966City o ... 3/28 /2012 I I I I City of College Station Sanitary Sew er Test Lo g I I I I I I Date: / 2 -/-I/ Contractor: \ °ToJ (, / .;t_ /" ~r' _r) I I I I I I I I I Project: &/h~~~ I I I I Passed ? I I I I Start MH or Sta. End MH or Sta. Pipe Length # o f Se rv ices Time Held Yes No Comme nts: A-5 ~-2 lo7Y7 JD z,,..--i--- d-L /J -I 41?(',t/9 -2 ·5 ,?.--- / Inspector Signature: ~~) ~ /~ /. /~\. I I /I v t /1 ,, I I I '\ I // /I - Contractor Signature: /) ~/,/ \._ J....-I I YI / I I I I r I I I I I I I City of College Station Sanitary Sewer Test Log I I I I I I I I Date: //-//-// Contractor: M)~//l (6//7) I I I I I I I I I Project: ~~ r:-h~ c='-5 c;/-' C/5 I I ._... I I Passed? I I I I Start MH or Sta. End MH or Sta. Pipe Length # of Services Time Held Yes No Com ments: A -/3 A -12. J9'lbl ,.---JO ,_,. A -12 A -// 9Y. 9'L ?-J 5--}/' /l -I I ,A -/0 ~J .7~ --:4-£-/h./ 7Eskn A -10 A -9 7~75' -j ~ /20 :I-/E<:.rE.o A-1 A -o -2--/0/ 'Tr:-s-/co -,--- 1"7-~ A -7 ¥.IS:20 ·-.2 <:,-f-./" /j -7 ,,1 -~ 201.?>l I ;<-,I..-" -~-6 A -S-I J.')---.2it -/0 t/ /1 -S-,,4 -7" -1/2.2 fl /0 v-- ~/A' V/'? ./ ,,.., Inspector Signature: --£/~~~ I I 'I I I I / I .J I I I I I A"" ' I ./I ./ / 4' I I I Contractor Signature : / / m~~c//? ~7/$~ -/ , ,.... I I I I I I I I I I I I City of College Station Sanitary Sew e r Test Lo g I I I I I I I I I Date: //-3 O-// Contractor: ToubA /6/J_) I I I I I I I I I I I I I I I I Project: /~ -/;{,;--, (?-s I I (j./ Passed? I I I Start MH or Sta. End MH or Sta. Pipe Length # of Serv ices Time Held Yes No Co mments: A -3 A -.2-72,SO I /0 ~ _/" ...--? i. Inspector Signature: ,-,,,v/~ ~ :::--~ I I /] I I ,,ff/ / ' I I I I r ///Ill.A' I Contractor Signature: /; h;V"f ? fl Ii / ' I I 1 ~ I I I I I I I I I I I I I I City of College Station Sanitary Sewer Test Lo g I I I I I I I I I I Date://-~/-// Contractor: I Ja<;"///i /A~T) I I I I I I '---I I I I I I I I I I I Project: (o~C ~<) o~ c~s I I I I Passed? I I I I Start MH or Sta. End MH or Sta. Pipe Length II of Services Time Held Yes No Comments: A-~ A -,~ ®~7t! -7<) ~~ ~/~ ~_, /~ Inspector Signature: r ~£f~ I I /1 ,/J I I I I I ..--1 / / J/V Contractor Signature: ;/~/~P/ ,_ I I I I I I I' I I I I I I I I City of College Station Mandrel Test Log I I I I I I I I Date:/ 2-2 /-// Contractor: Jo_<,/_;A ///?£) I I I I I I I I I Project: ~17 -/-/-A q~ ~ I I , .,.., Passed? I I I Start MH or Sta. End MH or Sta. Yes No Comments: A ~1 A -/ l- /-} -J 4-? t---1-' A -7 /1---b l-- 4--b /}-s--£..--' A-s-A-</ t:/ /-!-// A--/,2-t-- ;:;--17 ,A--/3 t--'"" A -/0 A--// v / - Inspector Signature: ~~~ I I .( "' -/1 IA I I I r-..... A' I Iii/ ---- Contractor Signature: I I/ fh/t/t ~-ff;~ "-!...-' I I I I I I I I City of College Station Sanitary Sewer Test Log I I I I I I I I I I I I I I I I Date: / .2 ·2 /~ // Contractor: ch0~/L / 6/7 I , I I I I I I I I I I I I I I I I Project: ();LL. __;:; / 7 -4 c..,;r.:::-..5 I I "" I Passed? I I I I Start MH or Sta. End MH or Sta. Pipe Length # of Services Time Held Yes No Comments: ,4 -7 A -g-'1:3 ?_;;/} -.z.G/A._ L/ 4 -/0 /!-I I 217Y I JV // /./ ~ ./ Inspector Signature: ~~ I I I I I I -1 I I I I I I I -I I / I I U I I I I I Contractor Signature: /) /l-///7 tl t/JY {/ ~ I I I I I I I I I City of College Station Sanitary Se w e r Test Lo g I I I I I I I I I I I I I I I Date: /,,2 -~ -// Contractor : Jos~/A /-6/.J) I I I I I I I I I I I I Project: 67~~&0 I I I Passed ? I I I Start MH or Sta. End MH or Sta. Pipe Length # o f Se rv ic es Time Held Yes " No Co mme nts: A -/ ~X/~~ lf76t:J -~---v - ~/ /" Inspector Signature: v~~ I I I/ -1 ,/ I I I I I I I //I /_,,., I I Contractor Signature: //~/~// I I I I I I I I I I I I City of College Station Mandrel Test Log I I I I I I I I I I Date: /2 -,20~// Contractor: ra)&/l (5/£_) I I I I I v I I I I I I I Project: 0 H-AcrG'-5 I I V I Passed? I I I Start MH or Sta. End MH or Sta. Yes No Comments: d/..>/µ /l -I ~ A-I ../ 4-2 1.--' A-.2 /7 3 v-- /J-3 A -~ L- 4-/ /3-2--z.-/ /{ ~ _,2 /3 -~ v A-? /5 ~ ';/· 4.---' JS -'-/ /? -~· ?-- ~ -.:;-/? £ t.-- ,P Inspector Signature: '//~~~ I I I I -I u.---I" I I I I ~ I / l II Contractor Signature: ( ) /JlfM Cl fl (;// r/f-- '--v I I I I I I I I I City of College Station M a nhol e V accum Test Log I I I I I I I I I I I I I I I I I I I Date :/-/ ?-/2-Contractor : 1 J;; \//A /6/_L) I I I I I r-I I I I I I I I I I I I Project : 8#4-b7tr5 I I I I I Passed Minimu m I I I I I I I Manhole or Station HGM Length of Test Yes No Comments $-s-10 2 Minutes y /5 -.Y 10 2 Minutes ~ A -? 10 2 Minutes ~ A -'f 10 2 Minutes y-- /-J-I 10 2 Minutes l-- A-? 10 2 M i nutes ~ /t -}J 10 2 Minutes ~ ~re:~~ -10 2 Minutes 10 2 Minutes 10 2 Minutes 10 2 Minutes 10 2 Minutes 10 2 Minutes 10 2 Minutes 10 2 Minutes ,AO _, 2 Minutes Inspector Signature : £~a~ . Contractor Signature: ::Tr Ja11. Vaz tJot -i. I I I I I I I I I I I I I I I I I I City of College S~ation Manhole Vaccum Test Log I I I I I I I I I I I I I I I I I I Date: J -15~/2__, Contractor: :JO,i/n / .6?£) I , I -I I I I I I I I I I Project: ~ffl.dc;~ I I , I I I Passed Minimum I I I I I I I Manhole or Station HGM Length of Test Yes No Comments 6-3 10 2 Minutes p-- A-I 10 2 Minutes ~ ./-f -7 10 2 Minutes i--- A-o 10 2 Minutes ~ A -9 10 2 Minutes ~ A-10 10 2 Minutes },./' /J-I/ 10 2 Minutes ~ A-JJ--10 2 Minutes b--"" tl't-1~ 10 2 Minutes ~ A -.::;-10 2 Minutes ~ I A --2-10 2 Minutes J,---" 10 2 Minutes 10 2 Minutes 10 2 Minutes 10 2 Minutes 19-/ 2 Minuj.es Inspector Signature: ~·~ ,/ -I I --~ i; '1au1!'1,, Contractor Signature: -1'Ja11 . I I I I I I I I I I ENGINEER'S ESTIMATE CAPSTONE COTTAGES -PUBLIC INFRASTRUCTURE llt:.M NO . QUANTITY UNIT DESCRIPTION UNIT PRICE TOTAL COST Onsite Waterline 1 1 LS Prepare R.O .W . $ 15,400 .00 $ 15,400.00 2 1 LS Mobilization $ 9,900 .00 $ 9,900 .00 3 1 LS Silt Fencing & Associated Sto rm Water Runoff Prevention $ 4 ,000.00 $ 4,000 .00 4 200 .0 LF 12" PVC Waterline (AWWA C909 CL 200) $ 44 .15 $ 8,830 .00 5 6420 .0 LF 8" PVC Waterline (AWWA C909 CL 200) $ 27 .50 $ 176,550 .00 6 3475 .6 LF 6" PVC Waterline (AWWA C909 CL 200) $ 20 .68 $ 71 ,875.41 7 2226 .0 LF 4" PVC Waterline (AWWA C909 CL 200 ) $ 20 .00 $ 44 ,520 .00 8 1 EA 12" M.J . Gate Valve & Box $ 2,085 .00 $ 2,085 .00 9 1 EA 12"x8" M.J . T ee $ 615 .00 $ 615 .00 10 1 EA 12"x8" M.J . Reducer $ 403 .00 $ 403 .00 11 1 EA 10" M.J . Gate Valve & Box $ 1,800 .00 $ 1,800 .00 12 1 EA 10"x8" M.J . Tee $ 800 .00 $ 800 .00 13 51 EA 8" M.J. Gate Valve & Box $ 1,250.00 $ 63 ,750 .00 14 1 EA 8"x6" M.J . Cross $ 545 .00 $ 545 .00 15 1 EA 8"x4" M.J . Cross $ 760 .00 $ 760 .00 16 13 EA 8"x8" M.J. Tee $ 510 .00 $ 6,630 .00 17 11 EA 8"x6" M.J . Tee $ 467 .50 $ 5,142 .50 18 48 EA 8"x4" M.J . Tee $ 364 .00 $ 17,472.00 19 8 EA 8"x6 " M.J . Reducer $ 280 .00 $ 2,240 .00 20 1 EA 8"x4" M.J . Reducer $ 260 .00 $ 260 .00 21 1 EA 8"x90 Degree M.J. Bend $ 320 .00 $ 320 .00 22 29 EA 8"x45 Deg ree M.J . Bend $ 320 .00 $ 9,280 .00 23 2 EA 8"x22.5 Deg ree M.J . Bend $ 320.00 $ 640 .00 24 2 EA 8" M.J . Cap $ 156 .60 $ 313 .20 25 23 EA 6" M.J . Gate Valve & Box $ 908 .15 $ 20,887 .45 26 6 EA 6" M.J. Gate Valve & Box w/ LockinQ Lid $ 1,100 .00 $ 6,600 .00 27 2 EA 6"x4" M.J . Cross $ 600 .00 $ 1,200.00 28 8 EA 6"x6" M.J . T ee $ 410 .00 $ 3,280 .00 29 35 EA 6"x4" M.J . Tee $ 316 .00 $ 11 ,060 .00 30 2 EA 6"x4" M.J . Reducer $ 500 .00 $ 1,000 .00 31 1 EA 6"x90 Degree M.J . Bend $ 255 .50 $ 255 .50 32 16 EA 6"x45 Degree M.J. Bend $ 255 .50 $ 4,088 .00 33 2 EA 6"x22 .5 Degree M.J . Bend $ 255.50 $ 511 .00 34 1 EA 6"x11 .25 Degree M.J. Bend $ 255 .50 $ 255 .50 35 103 EA 4" M.J. Gate Valve & Box $ 825 .00 $ 84,975 .00 36 3 EA 4"x4" M.J . Tee $ 259 .50 $ 778 .50 37 2 EA 4"x90 Deg . M.J. Bend $ 210 .00 $ 420 .00 38 1 EA 4"x45 DeQ . M.J. Bend $ 210 .00 $ 210 .00 39 2 EA Connection to existing svstem $ 2,000 .00 $ 4,000 .00 40 2 EA 2" Bl owoff Valve Assembly $ 1,300 .00 $ 2,600 .00 41 14 EA Std . Fire Hydrant Assembly $ 3 ,265 .00 $ 45 ,710.00 42 9523.7 LF Structural Backfill $ 8.00 $ 76, 189 .60 43 1 LS Bacte ria Test $ 1,200 .00 $ 1,200 .00 44 97 EA Point of Connection marker $ 10.00 $ 970 .00 45 1 LS Pressure Test $ 3,500 .00 $ 3,500 .00 46 104 EA Water Meter Connection Fittings and Valves $ 650 .00 $ 67 ,600 .00 47 181 EA Thru st Blocks for Fittings $ 45 .00 $ 8,145.00 48 12321 .3 LF I rench 1-'rotection $ 5.00 $ 61 ,606 .50 OnSite Waterl ine Total : $ 851 ,173.16 Leasinii Trai ler Waterline 1 1 EA Connection to Existi ng System $ 2,000 .00 $ 2,000 .00 2 1 EA 12"x6" MJ Tee $ 615 .00 $ 615 .00 3 1 EA 6" M.J . Gate Valve & Box $ 908 .15 $ 908 .15 4 1 LS Bacte ria T est $ 200 .00 $ 200 .00 5 1 LS Pressure Test $ 250 .00 $ 250 .00 6 1 EA Thrust Blocks for Fittings $ 45 .00 $ 45 .00 4 1 EA Std . Fire Hydrant Assembly $ 3 ,265 .00 $ 3,265 .00 5 10 LF l rench 1-'rotection $ 5.00 $ 50 .00 Leasing Trailer Waterline Total : $ 7,333 .15 ......... , ... ,~ Public Waterl ine Total : $ 858,506 .31 -"'"~c: t"\c ... i-., /f.t:.>;;;/~ .. . ·· · ... . · .... * ................................ ·! Josh Norton , P.E. City of College Station Development Services PO Box 9960 Col lege Station , TX 77842 Re: Capstone Fire Flow Dear Josh, MITCHELL M M MORGAN September 22 , 2011 The purpose of this letter is to show that the partial construction of the waterline system has adequate fire flow for the Capstone Cottages project. The city recently tested two fire hydrants , with the following results : Hydrant 1: Club House Hydrant (920 gpm) Hydrant 2 : Bldg 6 Hydrant (1190 gpm) Hydrant 3 : Private Drive Hydrant (62 PSI residual) Because the need of 2250 gpm is 150 gpm short , we needed to look at using the 4-inch steamer nozzle instead of the 2 .5 inch nozzle to have sufficient flows for fire protection . This seems reasonable for the following reasons : this situation is temporary until the second feed is established , the fire flow is only short 150 gpm from the required flow , and the residual pressure in hydrant 3 was 62 psi , well above the 20 psi minimum required . In lieu of performing another flow test on the 4 inch nozzle, we can use the following formula from the NFPA 291 Recommended Practice for F ire Flow Test ing and Marking of Hydrants , 2010 Edition , (4 .10 .1.2): QR=QF x h,o S4 /h ,o .s4. where QR= flow pred icted at desired residua l pressure , QF= total flow measured during test . h,= pressure drop to desired residual pressure , and hr= pressure drop measured during test. Us in g 85 psi as the base pressure of the system and 20 psi as the minimum residual allowed, h,=65 psi (85 psi-20 psi) and h1=23 psi (85 psi-62 psi). W ith QF=2110 gpm (the combined flow of both hydrants), QR = 3697 gpm total , well above the requ ired fire f low. Us ing the same formula as above , if the 2250 gpm is pulled for fire flow conditions , the resulting res idual pressure in the system would be 59 psi. As such , we feel we do not have any reason to be concerned with the original results and would re commend that the bui lding permits be issued . If you have any questions or CQITTRl~~,r.lease let us know. ;,-.:;.~ ~ •• ~:. •• ~~ ... -1. "•., Sincere~ -... ~ .. ··*·· ... IS' 1· i ' ~···· ··.-tr#, :-1-: , * ... ... * ~ J ~es, T. Batenhorst . P.E. 1.~(~f~:i:SAlfXHO~i~ Project Eng ineer ~\. 93631 ./IJ J Cc . Fi le 1 -~··.~(.CENS~?.··"r-// ~~fD'NA~·~'!~ f..j ~'},'t':''t¢ ( ~ ~ Flr,..$ r~r4L/3 511 UNIV ERSI TY DRIVE EAS T, SU ITE 204 • COLLEGE STAT ION , TX 77840 • T 979 .260 .6963 • F 979 .260 .3564 CIVIi. ~NG /Nf f RING • HYD RAULICS • HY DROLOGY • UT1l/TIES • STRHTS • SITE PLA NS • SU3DIVIS•O N5 in fo@mitchellandmo rgan.com • W'Nw.mitctiellondrnargan.rnrn City of College Station Development Services PO Box 9960 College Station , TX 77842 MITCHELL MM MORGAN May 12 , 2011 Re: LETTER ACKNOWLEDGING CITY STANDARDS FOR THE COTTAGES OF COLLEGE STATION, THE COTTAGES OF COLLEGE STATION SUBDIVISION, COLLEGE STATION, TEXAS To whom it may concern , The purpose of this letter is to acknowledge that the construction plans for the above - referenced project, to the best of my knowledge , do not deviate from the B/CS Design Guideline Manual. Any alternate design or construction methodology that was used is listed below: 1. None I also acknowledge , to the best of my knowledge that the details provided in the c nstruction plans are in accordance with the Bryan/College Station Standard Details . Cc. File 511 UNIVERSITY DRIVE EAST, SU ITE 204 • COLLEGE STATION , TX 77840 • T 979.260.6963 • F 979 .260.3564 CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS info@mitchellandmorgan .com • www.m1tchellandmorgan .com CITY 01' COLLEGE S'li\TION P'41'1111'1..1'-JJ..1ftb;,,,,,,,,,'invirn DEVELOPMENT PERMIT PERMIT NO . 11-45 C FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Cottages of College Station Lot 1, Block 1 SITE ADDRESS: 2.3():) Cu~< ~Z. aEiQQ Ma: Itel 8t: ea• sv0 (Site Plan -Full Development Permit) DATE OF ISSUE: June 2, 2011 OWNER: Capstone -CS, LLC c/o Rob Howland, COO 431 Office Park Drive Birmingham , Alabama 35223 DRAINAGE BASIN: White Creek VALID FOR 24 MONTHS CONTRACTOR: (see below) TYPE OF DEVELOPMENT: Full Development Permit CONDITIONS: 1. No work of any kind may start until a Development Permit is issued . 2 . No work beyond limits covered in permit is authorized . 3. The permit may be revoked if any false statements are made herein . If revoked , all work must cease until permit is re- issued . 4 . Development shall not be used or occupied until Certificate of Occupancy is issued . 5. The permit will expire if no significant work is progressing within 24 months of issuance . 6 . If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-pour) and post construction . 7 . Other permits may have been required to fulfill local, state and federal requirements . Construction will be in compliance with all necessary State and Federal Permits . 8 . Stormwater mitigation , including detention ponds will be constructed first in the construction sequence of the project. 9 . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that all debris from construction , erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . Construction Site Notice or Notice of Intent (NOi) along with Stormwater Pollution Prevention Plan (SWP3) will be kept and maintained on-site during construction as per TPDES permitting requirements . If it is determined that the prescribed erosion control measures are ineffective to retain all sediment on-site , it is the Contractor's responsibility to implement measures that will meet City , State, and Federal requirements . 10. All disturbed areas will be re-vegetated prior to Letter of Completion or Certificate of Occupancy . 11 . All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with the Landscaping and Tree Protection Section of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil, solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . 12. All construction shall be in accordance with the stamped approved plans and specifications for the above-named project and all of the codes and ordinances of the City of College Station, as well as State and Federal Regulations that apply . Only those deviations from BCS Unified Design Guidelines , Specifications and Details specifically requested and approved will be allowed . 13 . Special Conditions : **TCEQ Phase II Rules In Effect** I, /34tr ~j {Avi~ ~.,the Contractor, hereby agree to comply with all conditions herein . 'tf~"t;;;F;ld.>~AI ~ ·-···-~~?-2 ~// ---..:....;...;.~~___;::'--~~~---'=-='---.£-~~~~~ Contractor Date velopment. Contact KeJL rr'l kr ~71) 77 7 -oL7~he Public Works 24 rs prior to beginning construction for scheduling re uired Inspections. I DEVELOPMENT PERMIT PERMIT NO . 11-45 B CITY OF COLLEGE $·1;1TION PJ,,,,,,,,,,, ._4 Dtirl41tn<11t Sn?ttn FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Cottages of College Station Lot t .Block.J._ .. _ . (Leasing Trailer Site Only) DAT ay 20, 2011 OWNER: Capstone -CS , LLC C/O Rob Howland , COO 431 Office Park Drive Birmingham , Alabama 35223 SITE ADDRESS: Corner of FM 2818 & Holleman DRAINAGE BASIN: White Creek VALID FOR 24 MONTHS CONTRACTOR: (see below) TYPE OF DEVELOPMENT: Full Development Permit CONDITIONS: 1. No work of any kind may start until a Development Permit is issued. 2. No work beyond lim its covered in permit is authorized . 3. The permit may be revoked if any false statements are made herein . If revoked , all work must cease until permit is re- issued . 4. Development shall not be used or occupied until Cert ificate of Occupancy is issued . 5. The permit will expire if no significant work is progressing within 24 months of issuance . 6. If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-pour) and post construction. 7. Other permits may have been required to fulfill local , state and federal requirements . Construction will be in compliance with all necessary State and Federal Permits . 8. Stormwater mitigation , including detention ponds will be constructed first in the construction sequence of the project. 9. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that all debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. Construction Site Notice or Notice of Intent (NOi) along w ith Stormwater Pollution Prevention Plan (SWP3) will be kept and ma intained on-site during construction as per TPDES permitting requirements . If it is determined that the prescribed erosion control measures are ineffective to retain all sediment on-site , it is the Contractor's responsibility to implement measures that will meet City, State , and Federal requirements . 10 . All disturbed areas will be re-vegetated prior to Letter of Completion or Certificate of Occupancy . 11 . All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with the Landscaping and Tree Protection Section of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil , solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . 12 . All construction shall be in accordance with the stamped approved plans and specifications for the above-named project and all of the codes and ordinances of the City of College Station , as well as State and Federal Regulations that apply . Only those deviations S Unified Design Guidelines , Specifications and Details specifically requested and approve ·I-I-be-allowed . 13 . Special Condition . evelopment Permit for Leasing Trailer Only · **TCEQ Phase II Rules In Effect** I, P; l4t ;:+;l ~ \ ..J..-1-, the Contractor, hereby agree to comply with all conditions herein . ~ ":-,01 P=-2i ~cS _.__{2-____,__0 l _._/I __ _ ContractoF Date I hereby grant this permit for development. Contact J!e,Jl k vi. k.e.r ( 7?'1) 77 7-6 '2. ~ ~ Public Works lnsi:i assigned to this project 24 hours prior to beginning construction for schedulin required Inspections . Date DEVELOPMENT PERMIT PERMIT NO. 11-45 A Crl'Y OF COLLEGE $·1:·\:f'I ON PLnwiltg .,.+ Dn-ri#p"""' .'i.trvich FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Cottages of College Station Lot 2, Block 1 (Site Plan -Clearing , Grading & Erosion Control Only) DATE OF ISSUE: April 29, 2011 OWNER: Capstone -CS, LLC C/O Rob Howland , COO 431 Office Park Drive Birmingham , Alabama 35223 SITE ADDRESS: 2::)00 ~~~ ~L. ~iQQ Mm I cot 8t: set (eff Mil's%' I lellc11idi8~ DRAINAGE BASIN: White Creek VALID FOR 24 MONTHS CONTRACTOR: (see below) TYPE OF DEVELOPMENT: Clearing and Grading Permit CONDITIONS: 1, No work of any kind may start until a Development Permit is issued . 2 , No work beyond limits covered in permit is authorized . 3. The permit may be revoked if any false statements are made herein . If revoked , all work must cease until permit is re- issued . 4 . Development shall not be used or occupied until Certificate of Occupancy is issued . 5, The permit will expire if no significant work is progressing within 24 months of issuance . 6. If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-pour) and post construction . 7, Other permits may have been required to fulfill local , state and federal requirements , Construction will be in compliance with all necessary State and Federal Permits . 8, Stormwater mitigation , including detention ponds will be constructed first in the construction sequence of the project. 9. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that all debris from construction , erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . Construction Site Notice or Notice of Intent (NOi) along w ith Stormwater Pollution Prevention Plan (SWP3) w ill be kept and maintained on-site during construction as per TPDES permitting requirements . If it is determined that the prescribed erosion control measures are ineffective to retain all sediment on-site , it is the Contractor's respons ibility to implement measures that will meet City , State , and Federal requirements . 10 . All disturbed areas will be re -vegetated prior to Letter of Completion or Certificate of Occupancy . 11. All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with the Landscaping and Tree Protection Section of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil , solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited , 12 . All construction shall be in accordance with the stamped approved plans and specifications for the above-named project and all of the codes and ordinances of the City of College Station , as well as State and Federal Regulations that apply . Only those deviations from BCS Unified Design Guidelines , Specifications and Details specifically requested and approved will be allowed . 13 , Special Conditions : **TCEQ Phase II Rules In Effect** Dat ~9//I ~ .0 ,-I <$77)777-02.97- velopment. Contact \~ ''"' l:.o-, the Public Works ect 24 hours prior to beg inning construction for schedulin required Inspections . OPERATING AGREEMENT OF CAPSTONE -CS, LLC t(-c.f~ 4·l3·ll \0'·00 f\6- 'fllIS-OPERA TING AGREEMENT (this "Agreement') is made and entered into as of the 4th day of ~er, 2008, by ancU>:et:ween Capstone -CS, LLC, an Alabama limited liability eonymi_y (the "Company"), and Ca,pStone Development Corp., an Alabama corporation (such corporation being sometimes referred to as the ''Member''). Recitals: WHEnAS, the Member is the sole member of the Company, and WHEREAS, the Company and the Member desire to enter into this Agreement to regulate or establish the affails of the Company, the conduct of its business, and the relations of the Member with respect thereto . NOW, THEREFORE, in consideration of the foregoing premises and the mutual covenants contained herein, the sufficiency of which is hereby acknowledged , and intending to be legally bound, the parties hereto agree as follows: 1. Capital Contributions. The Member has made a capital contribution to the _Company in the amount of cash ot th"e fair market value of property set forth in Exhibit "A" attached hereto c;m<i mcorporated herein by ~f~ce. The Member shall not be required to make any additional capital contribution to the Company, except as the Member may determine otherwise . 2 . Loans by Member. The Member may, but is not obligated to, loan to the Company from time to time:'sudt-sums cif money bearing such rates of interest and being repayable under such terms and conditions as the Member may determine to be appropriate for the conduct of the Company 's busme8s an<l affairs. · 3. Allocation _ofhofits and Losses . Any and all profits and losses of the Company shall be allocatat tO tli~·Meriibet without apportionment. 4. Current Distributions. Except as otherwise provided in Paragraph 11 hereof, distributions shill I>emaile td the Member at such times and in such amounts as the Member may determine. 5 . Member Management The Member has th e exclusive pow er, right and authority to m anage the Company's 'bu.Siness and affairs, and to mak e all decisions with resp ect thereto ; provided,further, that no other person shall have th e pow er, right or authority to ac t fo r or on b ehal f Opeiating Agreemait -Capstoo e -CS UC DOC of the Company, to do any act that would be binding on the Company, or to incm any expenditure on behalf of the Company, without the consent of the Member. 6. Action. by Written Consent. Any action required or permitted to be taken by the Member may~ butneed~ot, be effected in the form of a signed writing evidencing the same . 7. Officers. The Member may appoint one or more individuals as officers of the . Company. Any officer appointed by the Member may be removed by the Member at any time with or without cause; provided, however, that such removal shall be without prejudice to the contract rights, if any, of the individual so removed. Each officer, if so a.ppOinted, shall have the authority and shall ptrlonn the.dUties as maybe specifically delegated to such officer by the Member, and otherwise shall have the authority and shall perform the duties set forth as follows : (a) Rresident The President ~hall be the chief administrative officer of the Company and Shall have general and active management of such areas and divisions of the business anu ·affirirs of theOmipany as may be defilgnated by the Member. ·The President may sign (with the Secretary's attestation) on behalf of the Company, any deeds, mortgages, bonds, notes, contracts, leases or other instnnnents, except where required by law to be otherwise signed and executed, and except where the signing and execution thereof shall be expressly delegated by the Member to some other officer or agent of the Company. (b) Vice-President. In the absence of the President or in the event of bis death or inability to act, the Vice-President (or in the e\rent there be more than one Vice- President, the Vice-Presidents in the order determined by the Member) shall perfonn the duties of the President, and when so acting, shall have all the powers of and be subject to all the restrictions upon the President. A Vice-President shall perform such other duties as from time to -time may be assigned to him or her by the Member or the President. ( c) . Secretary. The Secretary shall attest·the President's duly authorized signature to any d~ mortgage, bond, note, contract, lease or other instrument; shall have rtsRQJlSihllity for preparing actions by written consent of the Member and k~ing those actions by written consent in one or more . books provided for that purpose ; have responsibility for authenticating records of the Company; see that all notices are duly. giyen in accordance with the terms and conditions of this Operating Agreement , the Alabama Limited Liability Company Act or as otherwise required by law ; be custodi~ of the Company records; and in general perform all duties incident to the _office of Secretary and such other duties as from time to time may be assigned to him . or.her~y the President or the Member. If there is no Treasurer of the Company , the Secretary shall assume the authority and duties of the Treasurer. · ( d) Treasurer. The Treasurer shall have charge and custody of and be respons ible for all funds .and secwities of the Company, receive and give receipts for moneys due and payable·to the Company from any source whats oev er, and deposi t al l such moneys in 2 Operating Agreement-Capstone -CS U.C DOC the name of the Company in such banks, trust companies or other depositories as may be designated by the Member, and in general perform all of the duties incident to the offiee of Treasurer and such other duties as fromtime to time may be assigned to him or her by the President or the Member. If required by the Member, the Treasurer shall give a bond for the faithful discharge of his· or her duties in such sum and with such surety or sureties as the Member shall determine. (e) Assistant Secretaries and Assistant Treasurers. The Assistant Secretary, or ifthere shall be more than one, the Assistant Seeretaries in the order determined by the .Member, shall, in the absence or disability of the Secretary, perform the duties and exerase the .powers ofthe Secretary. The Assistant Treasurer, or, if there shall be more than one, the Assistant Treasurers in the order detennined by the Member, s~, in the absence or ~ili.ty oftl}e Treasurer, perform the duties and exercise the powers of the Treasurer; the Member may reqµire any Assistant Treasurer to give a bond for the faithful diScharge-ofhis or her duties in such sums and with .such surety or sureties as the Member.~shall determine. The Assistant Secretaries and Assistant T~ shall all ~01111 such othei: duties as shall be assigned to them by the Secretary and Treasurer, respectively, or by the President or the Member. The compensation of the officers shall be fixed from time to time by the Member, and no officer shall be prevented froni receiving such compensation by reason of the fact that he or she is a shareholder, officer, director, employee, affiliate, or agent of the Member. 8. Indemnification. The Company shall indemnify its members, officers, employees and othet;agents mm maice advances for expenses to the maximum extent permitted under Sections I 0-12-1 et seq . Code of Alabama. (l 975) as set forth in this Paragraph 8, provided that such indemnificationinany given situation is approved by the Mmiber. The Company shall indemnify its members, officers, employees and other agents for and hold· them harmless from any liability, whether civil or criminal, and any loss, damage, or expense, including reasonable attorneys ' fees , incurred in connection with the ordinary and proper conduct of the Company's business and th e . ·preservation of its business and property, or by reason of the fact that such person was a member, officer, employee or 0th.er agent; provided the member, officer, employee and otlier agents to b e .indemmfied ~in:~ ~q!_th ,cµicj, in a manner su~hJ?Gt~p_;acting_ believed to be cqnsistent with the provisions of this Agreement; and provided further~ with respect to any criminal action or proceeding, the ~~aCting to be indemni fied had no reasonable cause to believe the conduct was . unlawful. The termination of any action , su it or proceeding by judgment, order, settlement, conviction, or.upon-a plea of no lo contendere or its equivalent shall riot of itself create a preswnption that indemnification is not available hereunder . The ob li gation of the Company to indemnify an y person hereunder shall be satisfied out of Company assets only, and if the assets of the Company are . insufficitm:t to satisfy its obligation to indemnify, such person shall not be enti tled to contrib uti on ftom the Member. 9. Cessation of Membership . The Member shall cease to b e a member of th e Com pan y only upon the occutrence of orre or more of the followin g events : 3 Opentin g Agreemoit -Capstro< -CS lLC DOC (a) The Member notifies the Company that the Member ceases to be a member by vohmtary act; or (b) The Member ceases to be a member of the Company by assigning the Member's entire interest in the Company when any assignee of the interest becomes a member witb respect to the assigned interest 10. Dissolution. The Company shall be dissolved and its affairs shall be wound up only upon the occurrence of one or moreofthe following events: (a) The written consent of the Member to dissolve; (b) When there is no remaining m.ember, unless the legal existence and business of the Company is continued and one or more new members are appointed by the holders of all oftlie financial rights in the.Company within ninety (90) days after the cessation of membership of the last member, (c) When the Company is not the successor limited liability oompany in the merger or consolidation with one or more limited liability companies or other entities; or (d) The entry of a decree of judicial dissolution under the Alabama Limited Liability . Company Act. 11. Liquidating Disttibu..tions. Upon the winding up of the Company, the assets of the Company shall be distribµted in the 'fortowing order of priority: (a) To creditors (including the Member as a creditor to the extent otherwise permitted by .law), in the order of priority as provided by law, except those liabilities to the member for interim distributions or on account of capital contributions; and (b) To the Member without apportionment. 12. Choice of Law. This Agreement shall be governed by, construed under, and enforced in acrordance with, the laws of the State of Alabama, without regard to any conflict-of-laws rules to . the contrary. 13. Entire Agreement; Amendments. This Agreement embodies the entire undersUµrding of-1h~ parties with regard to the regulation and establishment of the affairs of the Comp~y~ the ~11~uct of its business, and the relations of the Member with respect thereto, and may not be mjlended Qr modified except by a written instrument made, executed and delivered by all of the parties hereto. 14. S.e:venbillty . If any provision of this Agreement or the application thereo f to a person or circumstan:e shall be held by a court of competent jurisdiction to be invalid , illegal or 4 Operatin g Agreemen t 7 Capstone · CS UC DOC unenforceable to any extent, the remainder of this Agreement and the application thereof shall not be affected and shall be enforceable to the fullest extent pennitted by law. 15. Heits, Successors and Assigns. ~hand-all of the covenants, terms, conditions, provisions ,and~a'g£eements herein contained shall be binding upon and inure to the benefit of the parties hereto and their respective heirs, legal representatives, successors and permitted assigns. 16. Headings. The headings in this Agreement are inserted for convenience of reference only and are in no way .intended to describe, interpret, define or limit the scope, extent or intent of this Agreement or any provisions hereof. 17. Pronouns . All pronouns used in this Agreement shall be deemed to refer to the masculine, feminine or neuter, singular or plural, as the identity of the person or persons may require . 18. Terminology. Unless otherwise indicated, terms used but not specifically defined in this Agreement shall have the meanings ascnbed to such terms in the Alabama Limited Liability Company Act. IN WITNESS WHEREOF, the parties have executed this Operating Agreement_ effective as of the date first written above~ · COMPANY: CAPSTONE -CS, LLC By: CAPSTONE DEVELOPMENT CORP. Its Sole Member By. ifaoft:fJ Its Chief Operating Officer MEMBER: CAPSTONE DEVELOPMENT CORP. ·By :_~~~~=--=--+---- Rob Howland Its Chief Operati.qg Officer 5 Operating Agreement -Capstone · CS U£ DOC Name and Address of the Sole Member EXHIBIT "A" Capstone Development Corp. 431 Office Park Drive Bimringham, AL 35223 Op=ring Agra:mmt -Caµstonc -CS U..C IXX Capital Contribution $100.00 i~fllmHf!!ll/8/U 1bis instrument prepared by: Jefferson 12 Pr= 28549 .,1 certify this~ Y ,Alabaaia 12/11121!08 1f·34~rl.tllent riled Qt JUdge of Prob~t..: ,,1 Al'I ZNC Christopher M Gill, Esq. Hand Arendall, L.L.C. Post Office Box 123 Mobile, Alabama 36601 (251)432-5511 " an l . Ki 119 ARTICLES OF ORGANIZATION OF CAPSTONE -CS, LLC TO THE HONORABLE JUDGE OF PROBATE OF JEFFERSON-COUNTY, ALABAMA: I, the undersigned organizer, for the purposes of forming a limited liability company under the provisions of the Al,abama Limited Liability Company Act, as amended, currently codified at § 10-12-1, et~-. Code of A1abama(1975), do hereby make these Articles of Organiz.ation. 84511 2_1 Section 1. Name. The name of the limited liability company (the "Company") is: Capstone -CS, LLC Section 2. Purposes. The purposes for which the Company is formed are: {a) To canyon and transact any or all lawful business for which limited liability CQ..mpW.es may be organiz.ed und.er the Act, as amended from time to time, and to have and exercise all powers necessary or convenient to effectuate the pmposes of 1he Company . (b) To acquire, by pmchase, lease or otherwise, any real or personal property, a:nd to inve_st, trade, rent out and deal in any real or personal property deemed beneficial to the Company, and to encumber or dispose of any real or personal property at any time owned or held by the Company. (c) To acquire, by purchase, lease, manufacture, or otherwise, any personal property deemed necessary or useful in the equipping, furnishing, improvemen~ development, or management of any property, real or personal, at any time owned, held, or oc.cupied by the Company, and to invest, trade, and deal in any personal property deemed beneficial to the Company, and to encumber or dispose of anyreal or personal property, tangible or intangible , at any time owned or held by the Co~y . (a) To do any and all 9.f the things· herein set out and such other things as are incidental or conducive-to tile attainment of the objectives and purposes of the Company, to the same exteiil as. natural persons might or could do and in any part of the ...y!>dd, as principal, factor, agent, contractor, or o1herwise, either alone or in conj~ction with any person, firm, associatio~ partnership, corporatio~ association, lim,jled liability company, cooperaµve or any o1herentity-of any kind whatsoever, and tO ~ye and exercise any and aH such powers to the-full extent authoriz.ed or permnted .to a limited liability company under any laws that may now or hereafter be applicable or available to the Company . Tue forego~ subsections shall be construed, in the broadest sense, as purposes and powers of the ~yin addition to those,pw:tt'Sspecifically conferred-upon the Company by law, and it is here'f2y e;xp.ressly provided tJiattlie for~going specific emnneration of purposes and powers Shall .not be held to limit or restrict in any manner the powers of the Company otherwise gtimtal by law. Notb.btg ·b~in CQntained, however, shall be construed as authorizi.Q.g the. Company to carry on the-business ofbanldng or that of a trust compa:D.y, or the busineSs ofhlsuIRnce . Section 3.. Name and Address of Organizer. The name and mailing address of the Organizer.of the Company are as follows: Kelly T. Fox, Esq. 1200'F~lc_Place Tower 2001 Pam~Place North Birmingham, Alabama 35203 Section 4. Initial Reg!tered Office and Agent The physical address of the initial registered office of the Company iS astoho\vs : 4 31 Office Park Drive Birmingham, Alabama 35223 The initial registered agent at such address shall be Lisa J. Johnson. Section 5. Name and Address of Initial Member. The name and mailing address of the ini ti al member of the Company are as follows : 845112_1 Capst,1ne Development Corp. 4 31 Offjce !>ark Drive Birmingham , Alabama 35223 2 Section 6. Member Managed. The Company shall be managed by its members. Section 7. Additional Members. The members of the Company shall have the right to admit additional members in the manner providM · in the Company's operating agreement, as amended from time to time. Section 8. Amendment. Tb.e Com~y reserves the right to amend, alter, change or repeal aiiy p(o-visfon contained in these Articles ;of Organization in the manner now or hereafter provided by law,. and all rights oonferred .upon members herein are granted subject to this reservatioft ~-px:ovided;·however, that no such amendment, alteration, change or repeal shall be e:ffective ·Unless conducted in the manner provided in,the operating agreement, as amended from time to time. Section 9. Terminology. Whenever ~ context requires, words used in the singular shall be co~ toiilean or to incfyae the plural and vice versa, and pronouns of any gender shall be deemed ~·to,.include and to designate· the masculine, feminine or neuter gender. IN WITNESS WHEREOF, the lllldersigned organizer has executed these Articles of Organiz.atioli on this the 11th day of December, 2008 . S45112_I 3 KELLY TiIR.AsHER FOX, Organizer 280612 11081632380 313 Bk: LR200812 Pg:28549 Jefferson Counly,Alaba.a 12/1 112988 1 1 :34 :49 RI'! INC Fee -SS 1 .ee Total o f Fee s and Taxas -$S 1 .00 LYNN Judges A1aD L KiDg & Sherri C Friday PROBATE JUDGE Cashier LYNN Customer Naae HAND ARENDALL lLC CHECK JUDG~ OF-PROBATE 716 Richard·~n Jr. Blvd. North B~jll. AL,35203 Recordirigs (205) 325-5411 Receipt for Services Bateh # 248924 Date: 12/1112008 Time: 11 :34:49AM Pg/Amt l.R20681Z 28549"'0~00 0.00 3.00 Partyi: Corporation.$51 INC Fee Total: 251432-551 I Paymesrt Total: Toni: 51.00 51.00 51.00 51.00 51.00 ACTION BY WRITIEN CONSENT OF THE SOLE SHAREHOLDER AND DIRECTOR OF CA;f&';fONE D$VELOP~m' CORP. IN LIEU OF A SPECIAL MEETING Pursuant to§ 10-2B-8.21 and § 10-2B-7.04,. Code of Alabama (1975), the undersigned, being the sole shareholder and sole member of the Board of Directors of Capstone Development Corp., an Alabama corporation (the ''Corporation''), does hereby consent to and adopt the following preambles and resolutions by written consent in lieu of a special meeting: ~. the Corporation caused, on i:>eceuiber 11, 2008, the formation of Capstone -CS, LLC, an Alabama 'liin:ited liability oomparty ("College Station"), pursuant to Articles of Ofgani.zation filed with~ the· Jefferson County Probate Court, with the Corporation . designatedas~e ·scle member of Cotlege Station; ~. College Station was formed for the purpose of acquiring, owning · and developing"tbe Property (as that term is defined in the hereinafter defined Pmchase Agreement); · WHE8E:AS, the Corporation entered into that certain Contract of Sale dated as of March 1, 2007 with TIS Properties, Ltd .. (~Seller")~ as amenc;led by that certain (i) First Amendment to Contracto:f·Saledated January 30, 2008, (ii) Second Amendment to Contract of Sale dated April 30, ·2008, (ill) Third Amendment to Contract of Sale dated August 26, 2008, (iv) Fourth Amendment to Contract of Sale dated October 13, 2008 and (v) Fifth Amendment to Contract of Sale dated November 24, 2008 (collectively, the ''Purchase Agreement''), whereby TLS . Properties, Ltd. agreed to sell the Property to the Corporation; WHEREAS, the sole director and shareholder of the Corporation finds it desirable and appropriate that the Corporation, in its capacity as the sole member of College Station, be autho:rize.d to cause College Station to .purchase and acquire the Property by assigning the Corporation's interest under the Purchase Agreement to COllege Station pursuant to an assignment and ass:umption agreemeg.t (the "Assignment") and by causing College Station to perform all of the o15ligations of the '~.chaser" thereunder; 'WJIE:~, up0n its acquisition of the Property, Coflege Station intends to develop and construct a cottage project on the Property (the "Project"); WBE'REA$, in order to enable College Station to purchase and acquire the Property and begin constni-ctiq~ and development of the Project, Coll:ege Station has been negotiating with Seller for alomi"in.tbe ilznotmt of $6,379,000.00 (the "Loan"); and WIIERE:AS, the consummation of the aforementioned transactions is deemed to be in the best.imereSts .ef4he~n and in the best interests of Coltege Station. NOW, THEREFORE, BE IT RESOLVED, that the sole shareholder and director of the Corporation hereby authorizes, approves and empowers Michael A. Mouron, its President, Resolution -Capstone· College Station Exccation Vasioo and Rob Howland, its Chief Operating Officer (either of which are an "Authorized Representative" and both of which are collectively the "Authorized Representatives"), acting together Qr aJ.9ne, to take all such steps and perform all such acts that may be necessary or required to : ca.use the Corporation to assign the Rurchase Agreement to College Station and to cause C-Ollege ·Station to purchase and acquire the Property, to consummate the Loan and to constrilci~and -develop the Project; BE IT FURTHER RESOLVED, that theAuthorized·Representatives, acting together or alone, are .hereby authorized, directed and empowered, as duly authorized representatives of the Corporation, to execute and deliver the Assigmnent on behalf of the Corporation; BEtT FURlHEK RESOL:V:ED, that the Authorized Representatives, acting together or ~one, are hereby authorized, directed and empowered; as duly' authorized representatives of the Corporation in its capacity as the sole member of College Station and on behalf of College Station, to: (a) eicecute and deliver the Assignment a,nd all other agreements, assigmnents, instruments or other doCUII1mtS (collectively, the "Property Documents") that shall be rC(}Uired by the Purchase Agreement to cause College Station to purchase and acquire the Property; (b) execute and deliver all agreements, assignments, instnunents, certificates or otl!er documents that shall be required to consummate the Loan, including, without linUU!fiO.n, a vendor's lien deed, a promissory note, and a deed of trust, ·security agreement and financing statement (collectively, the "Loan Documents"); (c) negotiate with a lender for additional construction financing for the .Projec~ and to execute and deliver all ~greements, assignnients, instruments, cettifi~, or other documents that shall be req¢red to consummate such additional construction financing, including, without limitation, a loan agreement, a promissory note, and a deed of trust, sec\ltlty agi;eem~t and assignment of rents and leases (collectively, the "Construction Loan Doctinients"); ( d) execute and deliver all agreements, assignments, instruments, certificates or oilier d'oonriems tha:t sliatl be r~ fo constfttdt'and develop the Project ( e-0U~ely, the "Project Documents") (the Property Docwnents, the Loan ~~ts, the CQnStruction Loan Documents and the Project Documents are s0metiIDes-:hereiiialfor collectively referred to as the "Transaction Documents"); (e) to amend, modify, aJter, extend, renew, or otherwise change any of the provisions, terms, conditions, covenants or representations contained in the Properfy Docum~ts. the Loan Documents, the Construction Loan Documents or fJle~j~; Resolution· Capst0ne -College Station 2 BE IT FURTHER RESOLVED, that the Transaction Documents may contain such pro~sions, terms, oonditions, covenants, warranties · and representations as the Authorized Representativ~. or either of them, in their or his sole and absolute discretion, deem advisable, n~sary or expedient; BE IT FURTHER RESOEVED, that the undersigned hereby ratifies, approves and confinns any and all acts and things .. the Authorized tleprest:J;iiatives, or either one of them, have done with regard to the foregoing~ttefs in the past, including without limitation, the execution of the P\ircbase Agreement, or wmcll tfie 'Authoriie<i~tatives, or either one of them, may · do in the futtire relating to or arising from or in connection with the Assignment, the Transaction Document:S or these resolutions, mtdsUCh acts atid*1filngs-0rt:he Authorized Representatives, or citber one of them, shall at all titnes receive the full falth and credit by all persons without the necessity of inq1iiry by said person$; BE IT FURTHER RESOLVED, that the AuthoriZed Representatives, or either one of ·them, in their or liis sole and 8.bsoltif~ discretion, iftheyur be deems proper and appropriate, may abandon and terminate· the foregOOi-g transactions prior to the ooilsUmmation thereof. IN wiTNESS WHERE!)F, the undersigned sole. shareholder and director of the Corporation bas set~hand anttseal to this instnnrn?nt on this the 12th day of December, 2008 , and by these p:i:esen~,. ,~ directed the Secretary of the Corporation to place this instrument in the minutes otllie i>ffici.81 proceedings of the Corporation. SOLE SHAREHOLDER AND DIRECTOR: MICB'AEL A. MOURON Reso Jutioo -Capstone -College Station 3 ·From: sent: To: . &c: -$u~• A~flments : Ben and Lisa, Jennifer Roselius [JRoselius@handarendall.com J Wednesday, December 10, 2008 4:20 PM Ben W. Walker, IV; Lisa J . Johnson Chris: Gill ~~~~~m~~~~ent -Capstone -COiiege Station .DOC ; Resolut ion -Capstone - Cdl!Eije Sla00n :DOC ; image001 .jpg Attached please finchlrafts"ofihe Assignment and Assumption A'gt eement ana resolutions authorizing the purchase of the College Station property. Please let me know if you have any corrtmentsto these documents; I'd Hke to send to Bill Earle tom rirrow for his sign off: 1 have not heard backJro.m Tex.as regarding Lisa's proposed names for the UC, but the name "Capstone-CS, LLC" appears to be availab le. If this works for you, I'll have the articles of organization for the l.lC filed tomorrow morning. Thanks, Jennifer H. AN D :llA-Rf'N·EtA.t L TEXAS COMMISSION ON ENVIRONMENTAL QUALITY Texas Pollutant Discharge Elimination System Storm Water Construction General Permit The Notice oflntent (NOI) for the facility listed below was received on April 28, 2011. The intent to discharge storm water associated with construction activity under the terms and conditions imposed by the Texas Pollutant Discharge Elimination System (TPDES) storm water construction general permit TXR150000 is acknowledged . Your facility's TPDES construction storm water general permit number is: TXR15RV52 Coverage Effective: April 28, 2011 TCEQ's storm water construction general permit requires certain storm water pollution prevention and control measures, possible monitoring and reporting , and periodic inspections. Among the conditions and requirements of this permit, you must have prepared and implemented a storm water pollution prevention plan (SWP3) that is tailored to your construction site. As a facility authorized to discharge under the storm water construction general permit, all terms and conditions must be complied with to maintain coverage and avoid possible penalties. ProjecVSite Information : RN106127152 COTTAGES OF COLLEGE STATION FROM THE ITERSECTION OF 2818 AND UNIVERSITY DRIVE TRAVEL SOUTH ON 2818, TAKE A RIGHT ON TO HOLLEMAN DR., SITE WILL BE LOCATED 500 LF ON YOUR RIGHT COLLEGE STATION , TX 77840 BRAZOS County Operator: CN600561195 BRAZOS PAVING INC PO BOX714 BRYAN , TX 77806 This permit expires on March 05, 2013, unless otherwise amended. For additional information, see the TCEQ web site at www.tceq.state.tx.us or contact the Storm Water Processing Team by telephone at (512) 239-3700 or e-mail at swpermit@ tceq.state . tx. us. A copy of this document should be kept with your SWP3 . ISSUED : April 28 , 2011 FOR THE COMMISSION Veronica Morgan From: Sent: To: Cc: Mokry, Loretta [lmokry@apaienv.com] Fr iday, April 29 , 2011 12 :03 PM Mary.J .Verwers v@mitchellandmorgan.com Subject: Capstone Cottages College Station ; USAGE Project number 2009-00206 Mary, Th is email is provided to update the construction schedule for Capstone Cottages Development (USACE Project #2 009 - 00206). The residential development proposed for the site can now proceed since the section of Holleman Drive Extension across the northern portion of the project site has been completed. The overall residential development has been divided into phases with the first phase designated as The Cottages of College Station which will occupy about 41 acres of central portion of the project area. Initiation of clearing as start of construction activities for The Cottages of College Station will begin May 2, 2011. Also , the responsible party designated to coordinate with the USACE concerning on -site inspections and compliance with permit conditions has changed from me to Billy Prewitt with Brazos Paving . Billy's contact information is below : Billy Prewitt Brazos Paving (979) 822-7605 (work) (979) 412 -5138 (mobile) b il lypre w itt@brazo sp av ing .com Brazos Paving PO Box 714 Bryan , TX 77806 Let me know if you have any questions regarding the submitted information. Take care, Loretta Loretta Mokry Alan Plummer Associates , Inc . 10060 N Dowl ing Rd College Station , TX 77845 979 .694 .7619 home office 817.806 .1700 Fort Worth Office 817 .845 .3280 cell www .apa ie nv.com 1 .. Josh Norton , PE , CFM City of College Station Planning and Development Services P .O. Box 9960 College Station , Texas 77842 MITCHELL MM MORGAN April 29 , 2011 RE: COTTAGES OF COLLEGE STATION ROUGH GRADING COMMENTS Dear Josh, Attached please find the following: • Three (3) full size sets of Clearing, Grading & Erosion Control Plan ; • One (1) 11x17 Clearing , Grading & Erosion Control Plan ; • Documentation concerning Corp correspondence; and • NOi. STAFF REVIEW COMMENTS NO. 1 Project: COTT AGES OF COLLEGE STATION Rough Grading PLANNING 1. Co ncerning the grading adjacent to the Marco 's Neighborhood and the continuous effort to wo rk with those folks , it may be appropriate to place a note or cloud this area on the plan concerning this "work in progress area ". Response: A note and cloud has been added to this area caut ioning the contracto r to avoid work in th is area until full onsite coordination can occur with adjacent property owner . 2. Proposed c learing , grading and erosion control plan adjacent to leasing tra iler . Response: This has been added to the plan . 3. Documentation concerning any related Corp permitting and correspondence . Response: See attached . 4 . If project falls under a nationwide permit document which specific permit number and verification that the project does not break its designated thresholds . Response: We are covered under the TPDES General Permit #150000 as a Large Construction Site >10 acres. As such we have incorporated several sedimentation bas ins ons ite to control sediment load to the ad j acent waterway . 511 UNIVERSITY DRIVE EAST, SUITE 204 • COLLEGE STAT ION, TX 77840 • T 979.260.6963 • F 979.260.3564 CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS info@mitchellandmorgan .cDm • www.m1tchellandmorgan .com 5. Verify if Corp notification is required , if required , verification that any additional requirements from Corp have been resolved . Response: An email has been sent by Loretta Mokry w ith APAI notifying the Corp that we are starting construction . 6 . Copy of NOi from contractor. Response: Please see attached . If you have any questions or comments , please feel free to call our office at 979-260- 6963 . , P.E., C .F.M. Cc: File Josh Norton -Capstone Grading From: To: Date: Subject: James, Josh Norton Batenhorst, James 04/27/201110:38 AM Capstone Grading Just to re-cap: Page 1 of 1 *Concerning the grading adjacent to the Marco's neighborhood and the( mntinuos effort to work with those folks, it may be appropriate to place a note or cloud this area on the plan concerning this "work in progress area" *Proposed Clearing, Grading & Erosion Control Plan adjacent to leasing trailer *Documentation concerning any related Corp permitting or correspondence *If project falls under a nationwide permit document which specific permit number and verification that the projects does not break its designated thresholds *Verify if Corp notification is required, if required, verification that any additional requirements from Corp have been resolved *Copy of NOi from contractor *3 Full Size Sets -Clearing, Grading & Erosion Control Plan (This will give you 1 set back) *1 -llx17 Clearing, Grading & Erosion Control Plan *Contractor present to sign DP Let me know if you have any questions. Thanks -Josh Norton Joshua D. Norton, P.E., CFM Assistant City Engineer Public Works Department City of College Station P. 0. Box 9960 College Station, Texas 77842 Ph: (979) 764-3570 Fx: (979) 764-3496 City of College Station Home of Texas A&M University ® file://C:\Documents and Settings~norton\Local Settings\Temp\XPgrpwise\4DB7F240Cit... 04/29/2011 OfE/!) s0-s c1 nf/IJI 1<--- 1 ..... () ! ,Z.)O /+1 .... ,.-;, ~~ I Bo .. ck- L,;o_R.d .:....J ~-----36'---------1'4'----------+----±64'[ _________ __ -------------------±llS ---~-----1 -----------i Typical Section of Property line at Bike/Hike trail 0'.' ... + VJ'.e_\V J,-l1C \. t" LU C'-.6 'J_' s:_.1-l S I \/'~ of C L,\.: ... ) LE GEND Blue -Existing Topo Red ·Proposed Topo -h~ c:. ~ l ; ;\\ \:'.__ c);l\~ . \ ( ( ' l s v ... bJ 1 ·J l,:,tb N Subject Property Benn -___. 3-41 ht. NOTE: Actual location of trail and benn may vary slightly from plan due to exisitng features. Not To Scale \ ·, ' '· '· '· "· SCALE 111 =SCY-CY' ~:·. B'w. PU:lic llil<efi-liloeTr.ii 6ht.~ Wood~ .__ _____ 36' ------~-14' __ ,__ __________ ±64' ------------t Typical Section of Property line at Bike/Hike trail ' .. , (_~::5 ;.;..·_-, \..) LEGEND Bl ue -Exi sting Topo Red -Proposed Topo ' ' .-I -l. > c~· ... -\.J \) -~ 1:~~. \ T <-'-~ Ott."\ . \ L .o .... ·~ '· (j Subject Property .. ~, (s:-:..~.:\(';C{-\. BenTI --/ 3-4' ht. \ ' .... '. ,\ 61ht ... _.Opatju~ ·'":}Wood. Fence' ,, r ·, '--..... . ,, · ..... NOTE: Actual location of trail and berm may vary slightly from plan due to exisitng features. ' ' Not To Scale SCALE I" =50'-011 ~- March 30, 2011 Amanda L. Wallis Capstone Deve lopment 402 Office Park Dr. Birmingham, AL 35223 Dear Ms. Wallis , CITY OF COLLEGE S TATION This letter is in regards to your request for verification of utility availability for the property located at 2300 Cottage Lane in College Station, Texas, further described as Lot 2 , Block 1 of The Cottages of College Station Subdivision. Sanitary Sewer: There is an existing 18 inch public sanitary main which is located at the southwest property corner. Water: There is an existing 10 inch public water main which is located near the southwest property comer. In addition there is a 12 inch water main which was recently constructed with the Holleman Drive extension, which is located just the northeast of the subject property. Please feel free to contact me if you need any additional information . Sincerely, Assistant City Engineer the heart of the Research Valley P.O. BOX 9960 11 0 I TEXAS AVENUE COLLEGE STATION · T EXAS • 77842 979.764.35 10 www.cstx.gov FOR OFFICE USE ONLY CASE NO .:----~~~- DATE SUBMITTED : 4 · lB ·I ( TIME : }Q:CO CITY OF COI,LEG E STATIO Hom e o/Texas A&M Univers ity • STAFF: &..; DEVELOPMENT PERMIT APPLICATION MINIMUM SUBMITTAL REQUIREMENTS: [gj $600 (minimum) Development Permit Application I Public Infrastructure Review and Inspection Fee . Fee is 1 % of acceptable Engineer's Estimate for publ ic infrastructure, $600 minimum (if fee is > $600 , the balance is due prior to the issuance of any plans or development permit). [gj Two (2) copies of the grading , drainage , and erosion control plans with supporting drainage report . tUjA Two (2) copies of the Public infrastructure plans and supporting documents (if applicable). Date of Optional Preapplication or Stormwater Management Conference DECEMBER 12, 2007 SPECIAL FLOOD HAZARD AREA? D Yes [gj No (Zone A or Zone AE on FEMA FIRM panels) NAME OF PROJECT THE COTTAGES OF COLLEGE STATION ADDRESS NIA LEGAL DESCRIPTION (Lot, Block , Subdivision) LT 1, BLK 3& LT 2, BLK 1 THE COTTAGES OF COLLEGE STA TION APPLICANT I PROJECT MANAGER'S INFORMATION (Primary contact for the project): Name MITCHELL & MORGAN, LLP CIO VERONICA MORGAN, PE E-mail V@MITCHELLANDMORGAN. COM Street Address 511 UNIVERSITY DRIVE EAST, SUITE 204 City COLLEGE STATION State TEXAS Zip Code _7_78_4_0 ____ _ Phone Number (979) 260-6963 Fax Number (979) 260-3564 ------------~ PROPERTY OWNER'S INFORMATION : Name CAPSTONE -CS, LLC CJO ROB HOWLAND, C. 0 . 0 . E-mail rhowland@capstoneemail.com Street Address 431 OFFICE PARK DRIVE City BIRMINGHAM State ALABAMA Zip Code 35223 ------- Phone Number (205) 414-6416 Fax Number (205) 414-6455 --------------~ ARCHITECT OR ENGINEER'S INFORMATION : Name MITCHELL & MORGAN, LLP C!O VERONICA MORGAN, PE E-mail v@mitchellandmorgan.com Street Address 511 UNIVERSITY DRIVE EAST, SUITE 204 City COLLEGE STATION State TEXAS Zip Code _7_78_4_0 ____ _ Phone Number (979) 260-6963 Fax Number (979) 260-3564 ------------~ 10/1 0 Page 1 of4 ' hH •1 1 ~ . CERTIFICATIONS RE~UtRED FORALL DEVELOPMENT Owner Certification: 1. No work of anyJ<ltl c;I rriay start until a permit is lssued. 2 . The pennit maybe,revoked ifanyfalsestatetrients arem$de herein . 3 . If revoked;, all')tY.qtlfr:ti ost 'cease until permit is ~e-iSsued. 4 . Developm_antShaWn6t be used or occupied until a Certificate of O~upancy is issued . 5 . The permi~·Will expire if no significant work is progressing within 24 months of issuance. 6. other permits may be required to fulfill IOcal, state, and federal r~llirements. Owner will obtain or show compliance with •alH1ecessary State and Fedet al Permits ,pri0rtO.conStruction inc luding NOi and SWPPP . 7. If required ; i:;1evatior:1Certificates will be. proviqed with elevations certified during .construction (forms at slab pre- pour) ah(l 'postconsttuction. t 8. Owner::h-ereby'.gives consent to City represen~tives to. make ,reasonable inspections required to verify compliance. i 9. If, stci.rmwater mitigation is required, induding ~etention ponds proposed as part of this project, it shall be designed and coos~ructed first In the constru~ion sequence ofthe project . 10 . Jn accordance ·.Witt\Chapter 13 of the Cc>de of Ordinances-ofthe City of College Station , measures shall be taken to iri$t1re that all QEl)jrJ~ ftom construcfjoo, erosion, and sec;limentationshall not be deposited in city streets, or exisll.ng dralhage':f.~ciliHes. All development she.II be In accordance with the plans arid specifications~ubmitted to and approved :tl.y the City Engineer for the abo)le named project . All of the applicable codes and ordinances .of the City ~fGQllege Station shal~.appfy . l 11 . Ttie lhformatib!'i and c:;o:nclusit>r)s carrtainec;I in tile attach~ plans ,and supporting docum\mts will comply wlth the current reqµjrer:nents of the City of College Sta.lion, Texas City Co<;le, Chapter 13 and associated BCS Unified Design Guidelines Technical Speciflcatibns, a~d Standard Details . All :development has been des igned In accoi,dancewith all applicableccodes and ordi~ances of the City of College station and State .and Federa l Regl:il~ns . · 12 .. Release of plans· to (name or firm) is .authorized fm bidding purposes only . I understand that final approval and relea5e of plans and development for construction is contingent on contractor signature on approved oevijlopment Permit. 13 . I, THE OWNER, AGREE TOA"'O:CERTIFY THAT ALL STATEMENTS HERElN , AND IN ATTACHMENTS FOR THE DEVELOPMENT PERMIT APPLICATION, ARE , TO THE 6EST.QF MY KNOWLEDGE, TRUE , AND ACCURA~ (} . ~ ~/,e;~ </-/3 -c?-O(,___I _ Property Owner(s} · Date Engineer Certification: 1. The project has been designed to ensure :th~f sto.rmwater mit!Qation, including detention ponds, proposed as part of the project Will bft ¢1>hstr.ucted fir$l in the c:Qnstn:JcUon sequence , 2. I wiU.ob~iiiofcar(sn:QWC91llPliance With all necessary local, Stat& and Federa l Permits prior to construction · inclqdi,ng JilO:f:atid S:Wf>P.P ; Design will not pr,eclude compliance with TPDES : i.e., Project over 10 acres may requfre :a ,sedin:ienta•i9n ·6asin. i 3. the i~O:na~OJ:;-ari~ ~iicl:ufi(ons centairied i~ the att~clj8Q plan~ cand supporting documents comply with the c1,1rterifr.~~1 reiri~f!i~s-:o:f.:t~~O!tY:of cone9e S*1ticin , i'.&Xa$;0lty Cotie. Chapter 13 and associated scs Unified 09$1gn '$Qide!i®.$:j '.A!l~liijJo'prrjent has beer) 'deslgr:i~ In aecordance with all applicable codes and ordinances of the; QitY. cif P,d~e:~tatiO'ri.anefState and F,edera1 : Regulatklhs . 4. I, TAEEii.)t31N!t:~R·J~;-~REE: T¢ANO .CERTIF,'f THAT ALL STATEMENTS HEREIN, AND IN ATTACHMENTS fOR THE i DEVELOPMENT PERMIT APPLICATLON, ARE, TO THE BEST OF MY KNOWLEDGE, TRUE, AND ACCURATE . . . ' Engineer Date 10/10 Page2 cif4 CERTIFICATIONS REQUIRED FOR ALL DEVELOPMENT Owner Certification: 1. No work of any kind may start until a permit is issued . 2 . The perm it may be revoked if any false statements are made herein . 3. If revoked , all work must cease until permit is re-issued . 4 . Development shall not be used or occupied until a Certificate of Occupancy is issued . 5 . The permit will expire if no significant work is progressing within 24 months of issuance. 6 . Other permits may be required to fulfill local , state , and federal requirements . Owner will obtain or show compliance with all necessary State and Federal Permits prior to construction including NOi and SWPPP. 7 . If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre- pour) and post construction . 8 . Owner hereby gives consent to City representatives to make reasonable inspections required to verify compliance. 9 . If, stormwater mitigation is required, including detention ponds proposed as part of this project , it shall be designed and constructed first in the construction sequence of the project. 10 . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that all debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . 11. The information and conclusions contained in the attached plans and supporting documents will comply with the current requirements of the City of College Station , Texas City Code , Chapter 13 and associated BCS Unified Design Guidelines Technical Specifications, and Standard Details . All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations . 12 . Release of plans to (name or firm) is authorized for bidding purposes only . I understand that final approval and release of plans and development for construction is contingent on contractor signature on approved Development Permit. 13 . I, THE OWNER, AGREE TO AND CERTIFY THAT ALL STATEMENTS HEREIN , AND IN ATTACHMENTS FOR THE DEVELOPMENT PERMIT APPLICATION , ARE , TO THE BEST OF MY KNOWLEDGE, TRUE , AND ACCURATE. Property Owner(s) Date Engineer Certification: 1. The project has been designed to ensure that stormwater mitigation, including detention ponds , proposed as part of the project will be constructed first in the construction sequence. 2 . I will obtain or can show compliance with all necessary Local , State and Federal Perm its prior to construction including NOi and SWPPP . Design will not preclude compliance with TPDES : i.e., Project over 10 acres may require a sedimentation basin . 3. The information and conclusions contained in the attached plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and associated BCS Unified Design Guidelines. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations . 4. , HE ENGINEER , AGREE TO AND C ~{{~"J HAT ALL STATEMENTS HEREIN, AND IN ATTACHMENTS R THE DEVELOPMENT PERMl.l:~m~l\N ARE , TO THE BEST OF MY KNOWLEDGE , TRUE , AND CURAT .::'r~'f-............ :f~'llrl • --...1 ••• ··."QI ;'* .... ·· ..• ,, \ ~*... \*~ 4-lz.-I ---/l,~~.YY,"""'-14-1..t'-'1""""'"-""'-----.~"i!.-·..;,··;..··'o;-···=··=··7:"··~···~· .~ .. :-:-:c ..•... ··········~ ------+-=-........... -------- ~y~~.9.~!(;.A .J f:' MORGAN ~ Date I'! . . ················~ ~ 'tl\ 77 689 /(t' .~"n~1'tf- 10/10 Page 2 of4 The following CERTIFICATIONS apply to development in Special Flood Hazard Areas. Required for Site Plans, Final Plats, Construction Plans, Fill / Grading Permits, and Clearing Only Permits:* A I, %toM"Uv JI? ~ certify, as demonstrated in the attached drainage study, that the alterations or development co ed by this permit, shall not: (i) increase the Base Flood elevation ; (ii) create additional areas of Special Flood Hazard Area ; (iii) decrease the conveyance capacity to that part of the Special Flood Hazard Area that is not in the floodway and where the velocity of flow in the Base Flood event is greater than one foot per second . This area can also be approximated to be either areas within 100 feet of the boundary of the regulatory floodway or areas where the depth of from the BFE to natural ground is 18 inches or greater; (iv) (v) reduce the Base Flood water storage volume to the part of the Special Flood Hazard Area that is beyond the floodway and conveyance area where the velocity of flow in the Base Flood is equal to and less than one foot per second without acceptable compensation as set forth in the City of College Station Code of Ordinances , Chapter 13 concerning encroachment into the Special Flood Hazard Area ; nor ease Base Flood velocities . __ ........ ,,,, :\''' .:-~ ~ .. ?'.. .. '..£-t--'1'''• hose areas exempted b~~pah~$e~ttq;fr~.11 .3a of Chapter 13 Code of Ordinances. ~*..-~ ... *'/, ;..~ ... :· ...... c;;·.·;·f~··MaR~AN~ 4-12 , /I ············. ··········:a:··i' ----~~------------'/. -o:. l!Jj ~ ~ ~ •.• <:> .: w ~ Date 111 °~···.~f!G1s1rc.?-.«:.··&~.? Engineer Initial 11 ,t?'~i0~1 AL '(:.~_.: "FreH 1'f-t44 s D * If a platting-status exemption to this requirement is asserted , provide written justification under separate letter in lieu of certification. Required for Site Plans, Final Plats, Construction Plans, and Fill/ Grading Permits: B. I , , certify to the following: (i) that any nonres· ential or multi-family structure on or proposed to be on this site as part of this application is designed to preve damage to the structure or its contents as a result offlooding from the 100-year storm . Nlf\ Engineer Date n for Floodway Encroachments: C. I, ________ __..... _______ , certify that the construction , improvement, or fill covered by this e flood N1An . I will apply for a variance to the Zoning Board of Adjustments . Engineer Date 10/10 Page 3 of 4 Required for all projects proposing structures in Special Flood Hazard Area (Elevation Certificate required). Residential Str D. I, , certify that all new construction or any substantial improvement of any residential str ure shall have the lowest floor , including all utilities , ductwork and any basement, at an elevation at least one fo above the Base Flood Elevation . Required Elevation Certificates will be provided with elevations certified during nstruction (forms at slab pre-pour) and post construction. ~lA Engineer I Surveyor Date Commercial Struc E. I, --------~~------, certify that all new construction or any substantial improvement of any commercial , industrial , other non-residential structure are designed to have the lowest floor , including all utilities , ductwork and basements , evated at least one foot above the Base Flood Elevation ~A Engineer I Surveyor Date OR I, , certify that the structure with its attendant utility , ductwork , basement and sanitary facilities is designed to be flood-proofed so that the structure and utilities, ductwork , basement and sanitary facilities are designed to be watertight and impermeable to the intrusion of water in all areas below the Base Flood Elevation , and shall resist the structural loads and buoyancy effects from the hydrostatic and hydrodynamic conditions . Required Elevation Certificates will be provided with elevations certified during construction (forms at slab pre - pour) and post construction . Engineer I Surveyor Date Conditions or comments as part of approval: Print Form 10/10 Page 4 of 4 FOROFFI CASE NO .: CITY OF (OUEGE STATION Home o/Texas A&M Un ivmi ty" SITE PLAN APPLICATION GENERAL TIME : STAFF : -4',,..41,JC.:+------ MINIMUM SUBMITTAL REQUIREMENTS: ~ $932 Site Plan Application Fee. Whr $350 Non-Residential Architectural Standards Building Review Application Fee (if applicable). ~ $600 (minimum) Development Permit Application I Public Infrastructure Review and Inspection Fee . Fee is 1 % of acceptable Engineer's Estimate for public infrastructure , $600 minimum (if fee is > $600 , the balance is due prior to the issuance of any plans or development permit). ~ Application completed in full . This application form provided by the City of College Station must be used [RJ [RJ and may not be adjusted or altered . Fourteen (14) folded copies of site plan . One (1) folded copy of the landscape plan . One (1) copy of the following for Non-Residential Architectural Standards building review or Northgate Building Review (if applicable). Building elevations to scale for all buildings . A list of building materials for all facade and screening . Color samples for all buildings or list colors to be used from the approved color palette . tf/lr Electron ic copy of Site Plan e-mailed to csuelectdesign@cstx.gov . Two (2) copies of the grading , drainage , and erosion control plans with supporting drainage report . Two (2) copies of the Public infrastructure plans and supporting documents (if applicable). [RJ Traffic Impact Analysis or calculations of projected vehicle trips showing that a TIA is not necessary for the proposed request (if applicable}. The attached Site Plan Non-Residential Architectural Standards Building Review and Northgate Building Review checklists (as applicable) with all items checked off or a brief explanation as to why they are not check off. Date of Optional Preapplication or Stormwater Management Conference _D_E_C_E_M_B_E_R_12~2_0_0_7 ________ _ NAME OF PROJECT THE COTTAGES OF COLLEGE STATION ADDRESS ~N/i~~'-------------------------------- LEGAL DESCRIPTION (Lot, Block, Subdivision) LT 1, BLK 3 & LT 2, BLK 1 THE COTTAGES OF COLLEGE STATION APPLICANT/PROJECT MANAGER'S INFORMATION (Primary contact for the project): Name MITCHELL & MORGAN, LLP CIO VERONICA MORGAN, PE E-mail V@MITCHELLANDMORGAN. COM Street Address 511 UNIVERSITY DRIVE EAST, SUITE 204 City COLLEGE STATION State TEXAS Zip Code _77_8_4_0 ____ _ Phone Number (979) 260-6963 Fax Number _(9_7_9)_2_6_0-_3_5_64 _______ _ PROPERTY OWNER'S INFORMATION : Name CAPSTONE -CS, LLC CJO ROB HOWLAND , C. 0. 0 . E-mail rhowland@capstoneemail.com Street Address 431 OFFICE PARK DRIVE City BIRMINGHAM State ALABAMA Zip Code _35_2_2_3 ____ _ Phone Number (205) 414-6416 Fax Number (205) 414-6455 ---------------~ 1/11 Page 1of11 MULTl-FAMIL Y RESIDENTIAL Total Acreage s~. ~ Acrt.S FloodplalnAcreage • '1 Ac.rtS Housing Units ~lo'\ 1'1 Z7 117 # of 1 Bedroom Units # of2 Bedroom Units # of 3 Bedroom Units (,2. #of 4 Bedroom Units '''i . 'llcf ,Llreolti lht•fs FOR 2 BEDROOM UNITS ONLY . 2:1 # Bedrooms = 132 sq. ft . 0 #Bedrooms< 132 sq. ft. PARKLAND DEDICATION (Fees due prior to the Issuance of a Building Permit) # of Multi-Family Dwelling Units x(7~~ = $ t..1"1, 1~'1 #of acres In floodplain # of acres in detention # of acres in greenways Oz} ~o• Date dedication approved by Parks & I 01 o Recreation Advisory Board COMMERCIAL .. Total Acreage J"' /A :·:. Building Square Feet N/A Floodplain Acreage __,N;.....;;.&./....,A~ * Projects that were vested prior to January 1, 2008, per Chapter 245 of the Texas Local Government Code may be assessed a different amount. Please contact city staff for additional information . The applicant has prepared this application and certifl6s that the facts stated herein and exhibits attached hereto aro true and correct. -g ~~.(}_.~. Signature and tltle Date I 1/11 Page 3of11 CERTJFICATIONS REQUIRED FOR ALL DEVELOPMENT Owner Certification: 1. No work of any kind may start untll a permit is issued . 2. The permit may be revoked If any false statements are made herein . 3. If revoked, all work must cease until permit Is re-Issued . 4. Development shall not be used or occupied until a Certificate of Occupancy is issued . 5 . The permit will expire if no significant work is progress i ng within 24 months of Issuance . 6. Other permits may be required to fulfill local , state , and federal requ irements. Owner will obta in or show compliance with all necessary State and Federal Permits prior to construction Including NOi and SWPPP. 7. If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre- pour) and post construction . . 8. Owner hereby gives consent to City representatives to make reasonable inspections requ ired to verify compliance. 9. If, stormwater mitigation Is required, including detention Ponds proposed as part of this project, it shall be designed and constructed first in the construction sequence of the project. 10. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that ail debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . All development shall be In accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 11. The information and conclusions contained in the attached plans and supporting documents will comply with the current requirements of the City of College Station, Texas City Code , Chapter 13 and associated BCS Unified Design Guidelines Technlcai Specifications, and Standard Details. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations. 12. Release of plans to (name or firm) is authorized for bidding purposes only. I understand that final appl'Qvai and release of plans and development for construction is cont ingent on contractor signature on approved Development Penn it 13. I, THE OWNER, AGREE TO AND CERTIFY THAT ALL STATEMENTS HEREIN, AND IN ATTACHMENTS FOR THE DEVELOPMENT PERMIT APPLICATION, ARE, TO THE BEST OF MY KNOWLEDGE , TRUE , AND AC£;~ Property Owner(s) Date Engineer Certification: 1111 1. The project has been designed to ensure that st01TT1Water mltlgation ,·including detention ponds, proposed as part of the project will be constructed first in the construction sequence . 2. I wlll obtain or can show compliance with all necessary Local, State and Federal Permits prior to construction inc luding NOi and SWPPP . Design will not preclude compliance with TPDES: i .e., projects over 10 acres may require a sedimentation basin. 3. The information and conclusions contained In the attached plans and supporting documents comply with the currant requirements of the City of College Station , Texas City Code, Chapter 13 and associated BCS Unifted Design Guidelines. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations. 4 . I, T E ENGINEER, AGREE TO ANO CERTIFY THAT ALL STATEMENTS HEREIN, AND IN ATTAC MENTS F THE DEVELOPMENT PERMIT APPLICATION, ARE, TO THE BEST OF MY KNOwLEO e: ~~~P. A C RATE. . -e:,"'-~····*·''""····.~~~lt1 .• ::'*/ ..... ,, , . I f ~ * ... -... * ~ '3f 8,t1 ~:'(~F,a~iq~:~;~;:~gB~~~ Date ~ "O \ 77689 /tr J .. ,~ .... '9 Q ,/~ The following CERTIFICATIONS apply to development in Special Flood Hazard Areas. Required for Site Plans, Final Plats, Construction Plans, Fill / Grading Permits, and Clearing Only Permits:* A. I, \Joow.l._, j~ t\~M-\ certify, as demonstrated in the attached drainage study , that the alterations or development cov d by this permit , shall not: (i) increase the Base Flood elevation ; (ii) create add iti onal areas of Special Flood Hazard Area ; (iii) decrease the conveyance capacity to that part of the Special Flood Hazard Area that is not in the floodway and where the velocity of flow in the Base Flood event is greater than one foot per second . This area can also be approximated to be either areas within 100 feet of the boundary of the regulatory floodway or areas where the depth of from the BFE to natural ground is 18 inches or greater; (iv) reduce the Base Flood water storage volume to the part of the Special Flood Hazard Area that is beyond the floodway and conveyance area where the velocity of flow in the Base Flood is equal to and less than one foot per second without acceptable compensation as set forth in the City of College Station Code of Ordinances , Chapter 13 concerning encroachment into the Special Flood Hazard Area ; nor (v) i crease Base Flood velocities . __ .... ,~D ~ ~-'-l.\\ those areas exempted by ordinance in Section 5.11 .3a of Chapter 13 Code of Ordin~~~ .......... !.~-r~'•t .:* ..... *·· ... --.QI., :::...... ....,l ~1 z I u f ve~oNiaA.:ie .. M·oR&r·~ r , 7. .... , .......... · · N Date ~ ]\ n689·······7ii:·~ 1,0·.'9 .. ·/#-- ,, ~··.~G/STE'?-~~···~ .,/' Initial 1h iS'S' ··· ......... ~\(§.: ·• ... ' 10NAL 'C."""---D * If a platting-status exemption to this requ irement is asserted , provide written justification under 'separate letter in lieu of certification. Required for Site Plans, Final Plats, Construction Plans, and Fill/ Grading Permits: B . I, \Ju 61 l t{ t-,; J~ N...rr~ , certify to the following : (i) t at any nonresidential or multi-fMlllYStructure on or proposed to be on this site as part of this application is signed to prevent damage to the structure or its contents as a result of flooding from the 1 O~or~ ---:.-:.~e r-.,.~ ''• l .: e;,'<-~_..-*········ .. }·-1151 •• , bl~ ~ /t .. ·/ ······t~) Engineer Date ~Y~f.9~!q~-~ ... ~ ... ~g~~. ~ '"tl\ n6as /g ~ i .. -9 .:g;J,,. 11, ~·-.~G1srE~~~ .. ~ :/ Additional certification for Floodway Encroachments: la, &s .......... ··~f3.: J. \/ rv 1.,,~,'.0NAL e ....... -- C . I, ____ _,f'-1,__.l~CL~--------' certify that the construction , improvement, or fill coV'ere'd-Zb)'1hi s permit shall not increase the base flood elevation . I will apply for a variance to the Zoning Board of Adjustments . Engineer Date 1/11 Page 5 of 11 Required for all projects proposing structures in Special Flood Hazard Area (Elevation Certificate required). Residential Structures: · o~{tJ..-~D rv\ D. I, ¥1 , certify that all new construction or any substantial improvement of any residential structure shall ve the lowest floor, including all utilities , ductwork and any basement, at an elevation at least one foot above the Base Flood Elevation. Required Elevation Certificates will b~d with eleva ns certified during construction (forms at slab pre-pour) and post construction . ..==--;~~~Y.~ .. ;~~'•• oJi/u. Date ; * ..... ~"·. -90>''1 ;. .. "!_/ .~ ·· ... *~ ~ VERo'Ni .................. \ * ~ ~·~·: .. · CA·J .e MOR(i;\f:j~ ~ :o \ 77B89 ........ Tr£-l '1 ~· .. '9~ /f,}i ~ 111 ~;".~'STEP.~~ .. -~'(; S ~,~ ·~·oA;,\L ·E_~()y Commercial Structures: · ""''""'''''- E. I, ~ /tx: , certify that all new construction or any substantial improvement of any commercial , inJustrial, or other non-residential structure are designed to have the lowest floor, including all utilities , ductwork and basements , elevated at least one foot above the Base Flood Elevation Engineer I Surveyor Date OR I, , certify that the structure with its attendant utility , ductwork , basement and san itary facilities is designed to be flood-proofed so that the structure and utilities , ductwork , basement and sanitary facilities are designed to be watertight and impermeable to the in trusion of water in all areas below the Base Flood Elevation, and shall resist the structural loads and buoyancy effects from the hydrostatic and hydrodynamic conditions. Requ ired Elevation Certificates will be provided with elevations certified durin g construction (forms at slab pre - pour) and post construction . Engineer I Surveyor Date Conditions or comments as part of approval : 1/11 Page 6 of 11 r\Lr\:\ l'LUlvlMER :\SSl X '!ATES, INC. PROPOSED MITIGATION PLAN FOR CAPSTONE COTTAGES RESIDENTIAL DEVELOPMENT COLLEGE STATION, BRAZOS COUNTY, TEXAS USACE PROJECT NO.: 2009-00206 Applicant: Capstone -CS , LLC. Prepared by Loretta Mokry ALAN PLUMMERASSOCIATES ,INC. Revised Final October 2, 2009 TABLE OF CONTENTS Page LIST OF TA BLE S ....................................................................................................................... ii MITIGAT ION PLAN Backgro und ............................................................................................................................. 1 Impac ts to Jurisdicti ona l Waters .......................................................................................... 1 Threate ned and End ange red Specie s ................................................................................... 4 Oth e r impacts ....................................................................................................................... 4 Go a ls and Objectives of th e Miti gation Plan .......................................................................... 5 Dete rmination of Miti gation Credits Required .................................................................... 5 Compli a nc e M.onitorin g ....................................................................................................... 6 Miti gati on Plan Schedul e ..................................................................................................... 7 Alan Plummer Assoc., Inc. LIST OF TABLES Table No. 1 Comprehensive Summary of Aquatic Resources ....................................................... 2 2 Summary oflmpacts to Jurisdictional Areas for the Proposed Capstone Cottages Residential Development and Holleman Drive Extension -Phase 1.. ........................ 3 Alan Plummer Assoc., Inc. II Proposed Mitigation Plan for Capstone Cottages Residential Development College Station, Brazos County, Texas USACE Project No. 2009-xxxxx BACKGROUND Capstone-CS, LLC will construct Holleman Drive Phase I Extension first for the City of College Station as access to the residential development site will be off of Holleman Drive . The Capstone Cottages Resid entia l Dev e lopment will include construction of re sid entia l units for college student hou sin g as we ll as amenities for the future residents. Both projects will be constructed with in a 105-acre property which fronts on Harvey Mitchell Parkway (FM 2818) west of North Dowling Road withi n the city limits of College Station in Brazos County , Texas . The project s ite for the proposed extension of existing Holleman Drive southward across Harvey Mitchell Parkway is approximately 2.8 acres . T he residential development project site is approximately 40.9 acres which w ill include apartment complexes and townhom es targeted for college student housing as Texas A&M University is located approximately 3 miles to the north. A preliminary jurisdictional determination (PJD) for the proposed project site was conducted by Alan Plummer Associates, Inc. (APAI) and docum e nted in a report, dated November 14, 2007. A threatened and endangered species survey was conducted conc urrently with the PJD and documented in a letter rep ort dated November 2, 2007. Impacts to Jurisdictional Waters Jurisdictional waters of the United States (U.S.) identified -within the limits of the PJD for the subject property includ e an unnamed intermittent tributary to White Creek (Tributary C), a tributary to the Brazos River, and two unnamed ephemeral tributaries to the unnamed intermittent tributary (Tributaries A and B). Tributaries A and B converge w ith Tributary C west of the proposed project s ite . Due to the highly erodible soi ls and steep s loping land scape surrounding the tributaries, surface runoff has created eroded drainages. As a result , seven defined primary tributaries to Tributary A and three primary tributaries to Tributary C were identified. In addition , the headwaters to Tributary C have been impounded forming an approximate ly 2 acre p ond. No adjacent wetlands to the tributari es were id entified. A summ ary Alan Plummer Assoc., Inc. 1 of the jurisdictional waters of the U.S. identified on the proposed project site is provided in Table 1. TABLE 1: COMPREHENSIVE SUMMARY OF AQUA TIC RESOURCES Aquatic Average Approximate Area Classification Linear Feet Resource Width at OHWM (Feet) (Acres) Tributary A Jurisdictional 5 1,490 0.17 Tributary A 1 Jurisdictional 2 32 0.002 Tributary A2 Jurisdictional 2 45 0 .002 Tributary A3 Jurisdictional 2 170 0.008 Tributary A4 Jurisdictional 3 330 0 .023 Tributary AS Jurisdictional 1 110 0.006 Tributary A5a Jurisdictional 1 50 0 .001 Tributary A6 Jurisdictional 2 430 0.020 Tributary A 7 Jurisdictional 3 350 0 .024 Tributary B Jurisdictional 3 154 0.011 Tributary C Jurisdictional 5 1,700 0.195 Tributary Cl Jurisdictional 3 86 0.006 Tributary C2 Jurisdictional 3 20 0.001 Tributary C3 Jurisdictional 3 260 0.018 Tributary C Jurisdictional (On-channel NA NA 2.0 Pond) Total Jurisdictional Waters 5,227 2.487 The proposed Holleman Drive Phase I Extens ion would require crossing Tributary C. The proposed crossing would require installation of approximate ly 160.25 lin ear feet of reinforced Alan Plummer Assoc., Inc. 2 concrete 7' x 5 ' box culvert with approximately 30 feet of rock rip-rap at the inflow and downstream discharge to dissipate erosive flow velocities. Calculated area of impact for the stream crossing wou ld be approximately 0.05 acre. The proposed Capstone Cottages Residential Development would require fill in the upper headwaters of Tributary A and three of its tributaries for construction of parking areas, access roadways , and residential buildings. Approximate permanent impacts as a result of fill within Tributary A and its tributaries for the residential development equals 0.05 acre. In addition , proposed development for stormwater management within the downstream portions of Tributaries A and B on the project site would require construction of small levees and flow control structures across Tributaries A and B at the western property boundary. The levees and structures would result in approximately 0.014 acre of fill within Tributary A and 0.007 acre of fill within Tributary B. Additionally, approximately 0.1 acre of Tributary A would be impacted by temporary inundation due to detained storm flows. The valley upstream of the stormwater management structure in Tributary B is not jurisdictional as it does not have a defined stream bed . A summary of the proposed impacts is provided in Table 1. TABLE2: SUMMARY OF IMPACTS TO JURISDICTIONAL AREAS FOR THE PROPOSED CAPSTONE COTTAGES RESIDENTIAL DEVELOPMENT AND HOLLEMAN DRIVE EXTENSION -PHASE 1 Area of Location of Material Being Impact Impacts Impact Discharged Volume of Fill (acres) (Linear Feet) Tributary A Earthen fill 900 0.032 369.8 Tributary Al Earthen fill 10 0.001 31.6 Tributary A2 Earthen fil I 21 0 .002 45.1 Tributary A4 Earthen fill 253 0.015 223.7 Tributary A Earthen fill plus 130 ; 0.014 105 culvert 75 LF 42 " RCP Tributary A Temporary NA 0.10 1015 Inundation Tributary B Earthen fill plus 70 ; 0.007 102 culvert 55 LF 36" RCP Tributary C Earthen fill plus 332 CY ; 0.042 340 culvert 165.25 LF 7' x 5' concrete box Tributary C Rock rip rap 12 CY 0.004 60 TOT AL PERMANENT FILL 1,728 CY 0.117 1,277.2 TOTAL TEMPORARY NA 0.10 1,015 INUNDATION TOTAL 1,728 CY 0.217 2 ,292 .2 Alan Plummer Assoc., Inc. 3 Figures depicting project area location, plan, profile, and cross-section views of the proposed Holleman Drive Phase 1 Extension crossing of Tributary C , the storm flow control structures proposed across Tributaries A and B , and plan view of the proposed Capstone Cottages residential development showing proposed impacts to the upper headwaters of Tributary A, A-1, A-2 , and A-4 were included in Attachment C of the pre-construction notification to the USA CE dated May 13 , 2009. Threatened and Endangered Species Based on the on-site observations, the proposed project is not expected to affect any listed endangered or threatened , or candidate endangered or threatened species. The U.S. Fish and Wildlife Service (USFWS) lists six protected species potentially occurring in Brazos County with the bald eagle (Haliaeetus leucocephalus) listed as delisted , but st ill in monitoring period. The six federally protected species include the interior least tern (Sterna antillarum athalassos) listed as endangered , the whooping crane (Grus Americana) listed as endangered, the Houston toad (Bufo houstonensis) listed as endangered, the red wolf (Canis rufus) li sted as endangered, the Louis ian a black berar (Ursus americanus luteo lu s) listed as threatened, and Navasota Ladies ' -tresses (Spiranthes parksii) also listed as endangered. The Texas Parks and Wildlife Department lists 14 endangered or threatened species potentially occurring in Brazos County along with an additional 16 species of concern. The 14 species include the federally listed species described above. Both federa l and state li sted species with description of habitat needs for each species are included in Table B-1 provided with the letter report dated November 2, 2007 in Attachment B of the pre-construction notification to the USACE dated May 12, 2009. Based on on-site observations, the proposed Capstone Cottages residential development will not affect any of the listed endangered or threatened, or candidate endangered or threatened species, or their critical habitats . Other Impacts Although the proposed project site has been utilized historically as rangeland pasture , and oil /gas exploration, it is surrounded by existing urban development and has multiple existing utility easement crossings . Therefore, cultural resources investigations are unwarranted at the proposed Alan Plummer Assoc., Inc. 4 project site. There were no ecologically sensitive areas identified within the vicinity of the project area . Finally, the proposed project is not expected to impact either the local or regional hydrology. GOALS AND OBJECTIVES OF THE MITIGATION PLAN The goals of the mitigation pl a n are to promote stability within the unnamed tributary channels , create stormwater detention , and maintain conveyance capacity for stormwater runoff from the developed s ite through the construction of flow control structures on Tributaries A and B. Unavoidable impacts to habitat are proposed to be provided through the purchase of mitigation credits from the Steele Creek Mitigation Bank in Robertson County , Texas. This is a USACE approved mitigation area whose primary service area covers all of Brazo s County , including College Station and the White Creek drainage basin . Contact Information: Steele Creek Mitigation Bank Location: Steele Creek floodplain , approximately 5 mile s west of the City of Marquez, in Robertson County, Texas Owner: Steele Creek Properties, Inc. Contact: Mr. Mark B yrd, Gladewater, Texas (903) 918-5550 Determination of Mitigation Credits Required: Service Area Multipliers for Steele Creek Mitigation Bank Primary Service Area 1.0 Secondary Service Area 1.5 The proposed project is within the primary service area so multiplier would be 1.0. Impact Multipliers for Stee le Creek Mitigation Bank for Stream Channels For permanent impacts on: Ephemeral Streams : 0.0035 Intermittent Streams: 0.0121 Alan Plummer Assoc., Inc. 5 Mitigation Credits (Permanent Impacts)= (Linear Feet) x (Stream Channel Multiplier) Mitigation Credits (Permanent Impacts to Ephemeral Stream Channels)= 877.2 linear feet X 0 .0035 = 3.07 credits Mitigation Credits (Permanent Impacts to Intermittent Stream Channels)= 400 linear feet X 0 .0121 =4.84 credits Total Mitigation Credits Required = 3.07 + 4.84 = 7 .91 (rounded to the nearest tenth)= 7.9 7.9 credits X $25,000.00/credit = $197,500.00 Capstone Cottages -CS , LLC will secure 7 .9 mitigation credits from Steele Creek Mitigation Bank to be reserved for aquatic and riparian habitat similar to that impacted by the proposed Capstone Cottages residential development. Documentation of this transaction will be submitted to the USACE as soon as it is completed , which is expected to be within 30 to 60 day s following approval of thi s mitigation plan . All maintenance and oversight of the 7 .9 acres will be the responsibility of the owner and operators of the Steele Creek Mitigation Bank. Compliance Monitoring Capstone -CS, LLC shall establish and implement a self-monitoring program that includes the following action s: 1 Notification to the USA CE of the schedule of construction activities for each phase of the project at least 30 days prior to the start of soil-disturbing activities. 2 Designation of a responsible party to coordinate with the Regulatory Branch, Fort Worth District, USACE concerning on-site inspections and compliance with permit conditions. That party shall be: Loretta Mokry Alan Plummer Associates , Inc. 10060 N. Dowling Rd . College Station, TX 77845 The reporting program shall include annual , written compliance reports to the USACE, due October 1 each year, beginning in October 2010. The annual written compliance reports will be submitted to the USA CE even if no work is conducted during the reporting period. Each report will contain at least a description of construction schedule changes, a summary of activities that Alan Plummer Assoc., Inc. 6 occurred during the reporting period, documentation that the project is in compliance with all permit conditions, documentation of the progress and/or completion of all authorized work, a description of the project 's actual impacts to waters of the United States , documentation that disturbed areas are revegetating and not suffering erosion damage , documentation that adjacent aquatic areas are adequately protected from construction activities , and photographs, maps and drawings to support the written components of the mitigation plan. The annual reports shall include photographs, maps , and a description of the impacts to the waters of the U.S . Capstone- CS , ~_LC shall submit comp liance reports until the USACE verifies that it has successfully completed all conditions ofNWP 14 and 29, and all authorized activities in the mitigation plan . Mitigation P lan Schedule The approximate schedule for the proposed project is as follows : • November 1, 2009: Purchase of Mitigation Credits from Steele Creek Mitigation Bank • November 1, 2009 Initiation of Project Construction • December 1, 2010 Completion of Construction of Capstone Cottages Alan Plummer Assoc., Inc. 7 .! DEPARTMENT OF THE ARMY FORT WORTH DISTRICT, CORPS OF ENGINEERS P.O. Box 17300 FORT WORTH, TEXAS 76102-0300 September 10, 2009 Planning, Environmental, and Regulatory Division Regulatory Branch SUBJECT: Project Number SWF-2009-00288, Holleman Drive Phase II Extension and 30-inch Water Line, Brazos County Ms. Loretta Mokry Alan Plummer Associates, Incorporated 1320 South University Drive Suite 300 Fort Worth, Texas 76107-5737 Dear Ms. Mokry: Thank you for your letter received July 14, 2009, concerning a proposal by the City of College Station to construct the Holleman Drive Phase II Extension and Water Line located south of Farm-to-Market Road 2818 (Harvey Mitchell Parkway) and west of Dowling Road in the City of College Station, Brazos County, Texas. This project has been assigned Project Number SWF- 2009-00288. Please include this number in all future correspondence concerning this project. Failure to reference the project number may result in a delay. Under Section 404 of the Clean Water Act, the U.S. Army Corps of Engineers (USACE) regulates the discharge of dredged and fill material into waters of the United States, including wetlands. Our responsibility under Section 10 of the Rivers and Harbors Act of 1899 is to regulate any work in, or affecting, navigable waters of the United States. Over 45 days have passed since our receipt of your pre-construction notification for the proposed activity. In accordance with Nationwide Permit General Condition 27, the permittee has the right to proceed under nationwide permit (NWP) 14 for Linear Transportation Projects. To use this permit, the person responsible must ensure that the work is in compliance with the specifications and conditions listed on the enclosures. In addition, the permittee must complete all work, including mitigation activities, as proposed in the submittal. This NWP is scheduled to expire on March 18, 2012. It is incumbent on the permittee to remain informed of changes to the NWP. The USACE will issue a public notice announcing the changes as they occur. Furthermore, if they commence, or are under contract to commence, the activity before the date the NWP is modified or revoked, they will have twelve (12) months from the date of the modification or revocation to complete the activity under the present terms and conditions of this NWP. -2- The permittee must sign and submit to us the enclosed certification that the work, including any proposed mitigation, was completed in compliance with the NWP. The permittee should submit the certification within thirty (30) days of the completion of work. Thank you for your interest in our nation's water resources. If you have any questions concerning our regulatory program, please refer to our website at http://www.swf.usace.army:mil/regulatory or contact Ms. Mary Verwers at the address above or telephone (817) 886-1739 and refer to your assigned project number. Please help the Regulatory Program improve its service by completing the survey on the following website: http ://per2.nwp.usace.army.mil/ survey.html. Sincerely, !Uvs~ro1:~ V Chief, Regulatory Branch Enclosures ! ! NATIONWIDE PERMIT 14 Linear Transportation Projects Effective Date: March 19 , 2007 (NWP Final Notice, 72 FR 11181 , para . 3) Linear Transportation Projects. Activities required for the construction , expansion , modification , or improvement of linear transportation projects (e.g ., roads , h ighways, ra il ways , trai ls , airport runways , and taxiways) in waters of the Uni ted States . For linear transportation projects in non -tidal waters , the discharge cannot cause the loss of greater than 1/2-acre of waters of the United States. For linear transportation projects in tida l waters, the discharge cannot cause the loss of greater than 1 /3-acre of waters of the United States. Any stream channel mod ification , including bank stabilization , is limited to the minimum necessary to construct or protect the linear transpo rt ation project; such modifications must be in the immediate vicinity of the project. This NWP also authorizes temporary structures, fills , and work necessary to construct the linear transportation project. Appropriate measures must be taken to maintain normal downstream flows and minim ize flooding to the maximum extent practicable , when temporary structures , work , and discharges, includ ing cofferdams, are necessary for construction activities , access fills , or dewatering of construction s ites . Temporary fills must consist of materials , and be placed in a manner, that will not be eroded by expected high flows . Temporary fills must be removed in their entirety and the affected areas returned to pre-const ruction elevations . The areas affected by temporary fills must be revegetated , as appropriate . This NWP cannot be used to authorize non-linear features commonly associated with transportation projects , such as vehicle ma intenance or storage buildings, parking lots, train stations, or a ircraft hangars . Notification: The perm ittee must submit a pre-construction notificati on to the d istrict eng ineer prior to commencing the activity if: ( 1) the loss of waters of the United States exceeds 1/10 acre ; or (2) there is a discharge in a spec ial aquatic site , including wetlands . (See general condition 27 .) (Sections 10 and 404) Note: Some discharges for the construction of farm roads or forest roads, or temporary roads for moving mining equipment, may qua lify for an exemption under Section 404(f) of the Clean Water Act (see 33 CFR 323.4). NATIONWIDE PERMIT GENERAL CONDITIONS General Conditions : The following general conditions must be followed in order for any author iza tion by a NWP to be valid : 1. Navigation . (a) No activity may cause more than a m inimal adverse effect on navigation . (b) A ny safety lights and signals prescribed by the U.S . Coast Guard , through regulations or otherwise , must be installed and mainta ined at the perm ittee's expense on authorized facilities in nav igable waters of the Uni ted States. (c) The permittee understands and agrees that , if future operations by the Uni ted States require the removal , re location, or other alteration, of the structure or work herein authorized, or if, in the opinion of the Secretary of the Army or his authori zed representative, said structure or work shall cause unreasonable obstruction to the free navigation of the nav igable waters , the permittee will be required, upon due notice from the Corps of Engineers , to remove , relocate, or alter the structural work or obstructions caused thereby, without expense to the United States . No claim shall be made against the Un ited States on account of any such removal or alteration . 2 . Aquatic Life Movements. No activity may substantially disrupt the necessary life cycle movements of those species of aquatic li fe indigenous to the waterbody , includ ing those species that normally migra t e through the area , un less th e activity's pr imary purpose is to impound water. Culverts placed in streams must be in stalled to mainta in low flow conditions . 3 . Spawning Areas. Activities in s pawning area s during spawning seasons must be avo ided to the maximum extent practi cable . Acti vities that result in the physical dest ruction (e.g., through excavation, fill , or downstream smothering by substant ial turbidity) of an important spawning area are not authorized . 4 . Migratory Bird Breeding Areas . Activities in waters of the United States that serve as breeding areas for migratory bi rds must be avoided to the ma ximum extent practicable . 5. Shellfish Beds. No activity may occur in areas of concentrated shellfish populations , unless the activity is directly re lated to a shellfish harvesting activity authorized by NWPs 4 and 48. 1 6. Suitable Material. No activity may use unsuitable material (e .g., trash, debris, car bodies, asphalt, etc.). Material used for construction or discharged must be free from toxic pollutants in toxic amounts (see Section 307 of the Clean Water Act). 7 . Water Supply Intakes. No activity may occur in the proximity of a public water supply intake , except where the activity is for the repair or improvement of public water supply intake structures or adjacent bank stabilization. 8. Adverse Effects From tmpoundments. If the activity creates an impoundment of water, adverse effects to the aquatic system due to accelerating the passage of water, and/or restricting its flow must be minimized to the maximum extent practicable . 9 . Management of Water Flows. To the maximum extent practicable, the pre-construction course, condition, capacity , and location of open waters must be ma intained for each activity, includ ing stream channelization and storm water management activities, except as provided below. The activity must be constructed to withstand expected high flows. The activity must not restrict or impede the passage of normal or high flows, unless the primary purpose of the activity is to impound water or manage high flows. The acti vity may alter the pre- construction course, condition, capacity, and location of open waters if it benefits the aquatic environment (e .g ., stream restoration or relocation activ ities). 10. Fills Within 100-Year Floodplains. The activity must comply with applicable FE MA-approved state or local floodplain management requirements. 11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats, or other measures must be taken to minimize soil disturbance . 12. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction, and all exposed soil and other fills , as well as any work below the ordinary high water mark or high tide line, must be permanently stabilized at the earliest practicable date . Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations . The affected areas must be revegetated, as appropriate. 14. Proper Maint enance. Any authorized structure or fill shall be properly maintained , including maintenance to ensure public safety. 15 . Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River System , or in a river officially designated by Congress as a "study river" for possible inclusion in the system while the river is in an official study status, unless the appropriate Federal agency with direct management responsibility for such river, has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation or study status . Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area (e.g., National Park Service, U .S . Forest Service, Bureau of Land Management, U .S . Fish and Wildlife Service). 16 . Tribal Rights. No activity or its operation may impair reserved tribal rights , including, but not limited to, reserved water rights and treaty fishing and hunting rights . 17 . Endangered Species. (a) No activity is authorized under any NWP which is like ly to jeopardize the continued ex istence of a threatened authorized under any NWP which "may affect" a listed or endangered species or a species proposed for such designation , as identified under the Federal Endangered Species Act (ESA), or which will destroy or adversely modify the critical habitat of such species . No activ ity is species or critical habitat, un less Section 7 consultation addressing t he effects of the proposed activity has been completed. (b) Federal agencies should follow their own procedures for complying with the requirements of the ESA. Federal permittees must provide the d istrict engineer with the appropriate documentation to demonstrate compliance with those requirements. (c) Non-federal permittees shall notify the district engineer if any listed spe ci es or designated cri tical habitat might be affected or is in the vicinity of t he project, or if the project is located in designated critical habitat, and shall not begin work on the activity until notified by the district engineer that the requ irements of the ESA have been 2 satisfied and that the activity is authorized . For activities that might affect Federally-listed endangered or threatened species or designated critical habitat, the pre-construction notification must include the name(s) of the endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work. The district engineer will determine whether the proposed activity "may affect" or will have "no effect" to listed species and designated critical habitat and will notify the non-Federal applicant of the Corps' determination within 45 days of receipt of a complete pre-construction notification. In cases where the non-Federal applicant has identified listed species or critical habitat that might be affected or is in the vicinity of the project, and has so notified the Corps, the applicant shall not begin work until the Corps has provided notification the proposed activities will have "no effect" on listed species or critical habitat, or until Section 7 consultation has been completed. ( d) As a result of formal or informal consultation with the FWS or NMFS the district engineer may add species- specific regional endangered species conditions to the NWPs. (e) Authorization of an activity by a NWP does not authorize the "take" of a threatened or endangered species as defined under the ESA. In the absence of separate authorization (e.g., an ESA Section 10 Permit, a Biological Opinion with "incidental take" provisions, etc.) from the U.S. FWS or the NMFS, both lethal and non-lethal "takes" of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their critical habitat can be obtained directly from the offices of the U .S. FWS and NMFS or their worldwide Web pages at http ://www.fws .gov/ and http ://www.noaa .gov/fisheries .html respectively . 18. Historic Properties . (a) In cases where the district engineer determines that the activity may affect properties listed, or eligible for listing, in the National Register of Historic Places, the activity is not authorized, until the requirements of Section 106 of the National Historic Preservation Act (NHPA) have been satisfied. (b) Federal permittees should follow their own procedures for complying with the requirements of Section 106 of the National Historic Preservation Act. Federal permittees must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements. (c) Non-federal permittees must submit a pre-construction notification to the district engineer if the authorized activity may have the potential to cause effects to any historic properties listed, determined to be eligible for listing on , or potentially eligible for listing on the National Register of Historic Places, including previously unidentified properties . For such activities, the pre-construction notification must state which historic properties may be affected by the proposed work or include a vicinity map indicating the location of the historic properties or the potential for the presence of historic properties. Assistance regarding information on the location of or potential for the presence of historic resources can be sought from the State Historic Preservation Officer or Tribal Historic Preservation Officer, as appropriate, and the National Register of Historic Places (see 33 CFR 330.4(g)). The district engineer shall make a reason.able and good faith effort to carry out appropriate identification efforts, which may include background research, consultation, oral history interviews, sample field investigation , and field survey. Based on the information submitted and these efforts, the district engineer shall determine whether the proposed activity has the potential fo cause an effect on the historic properties. Where the non-Federal applicant has identified historic properties which the activity may have the potential to cause effects and so notified the Corps, the non-Federal applicant shall not begin the activity until notified by the district engineer either that the activity has no potential to cause effects or that consultation under Section 106 of the NHPA has been comp leted. ( d} The district engineer will notify the prospective permittee within 45 days of receipt of a complete pre- construction notification whether NHPA Section 106 consultation is required. Section 106 consultation is not required when the Corps determines that the activity does not have the potential to cause effects on historic properties (see 36 CFR 800 .3(a)). If NHPA section 106 consultation is required and will occur, the district engineer will notify the non-Federal applicant that he or she cannot begin work until Section 106 consultation is completed. (e) Prospective permittees should be aware that section 110k of the NHPA (16 U.S.C. 470h-2(k)) prevents the Corps from granting a permit or other assistance to an applicant who, with intent to avoid the requirements of Section 106 of the NHPA, has intentionally significantly adversely affected a historic property to which the permit would relate, or having legal power to prevent it, allowed such significant adverse effect to occur, unless the Corps, after consultation with the Advisory Council on Historic Preservation (ACHP), determines that circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant. If circumstances justify granting the assistance, the Corps is required to notify the ACHP and provide documentation specifying the circumstances , explaining the degree of damage to the integrity of any historic properties affected, and proposed mitigation. This documentation must include any views obtained from the applicant, SHPOfrHPO, appropriate Indian tribes if the undertaking occurs on or affects historic properties on tribal lands or affects properties of interest to those tribes, and other parties known to have a legitimate interest in the impacts to the permitted activity on historic properties. · 3 19. Designated Critical Resource Waters. Critical resource waters include, NOAA-designated marine sanctuaries , National Estuarine Research Reserves , state natural ,heritage sites , and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified by the district engineer after notice and opportunity for public comment. The district engineer may also designate additional critical resource waters after notice and opportunity for comment. (a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7, 12, 14, 16, 17 , 21, 29, 31, 35, 39, 40, 42, 43 , 44, 49, and 50 for any activity within, or directly affecting , critical resource waters, including wetlands adjacent to such waters . (b) For NWPs 3, 8, 10, 13 , 15 , 18, 19, 22, 23, 25, 27 , 28, 30, 33, 34, 36, 37, and 38 , notification is requ ired in accordance with general condition 27, for any activity proposed in the designated critical resource waters including wetlands adjacent to those waters. The district engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 20 . Mitigation . T he district engineer w ill consider the following factors when determining appropriate and practicable mitigation necessary to ensure that adverse effects on the aquatic environment are minimal: (a) The activi ty must be designed and constructed to avoid and minimize adverse effects , both temporary and permanent, to waters of the United States to the maximum extent practicable at the project site (i.e ., on site). (b) Mitigation in all its forms (avoidi ng , minimizing , rectifying , reducing , or compensating) will be required to the extent necessary to ensure that the ad verse effects to the aquatic environment are minimal. (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland losses that exceed 1/10 acre and re quire pre-construction notification, unless the district engineer determines in writing that some other form of mitigation would be more environmentally appropriate and provides a project-specific waiver of this requirement. For wetland losses of 1/10 acre or less that require pre-construction notification , the district engineer may determine on a case-by-case basis that compensatory m itigation is requ ired to ensure that the activity results in minimal adverse effects on the aqua ti c environment. Since the likelihood of success is greater and the impacts to potentially valuable uplands are reduced , wetland restoration should be the first compensatory mitigation option considered . (d) For losses of streams or other open waters that require pre-construction notification , the district engineer may require compensatory mitigation , s uch as stream restoration , to ensure that the activity results in minimal adverse effects o n the aquatic environment. (e) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage limits of the NWPs. For ex ample, if an NWP has an acreage limit of 1/2 acre, it cannot be used to authorize any project resulting in the lo ss of greater than 1/2 acre of waters of the United States, even if compensatory mitigation is provided that replaces or restores some of the lost waters . However, compensatory mitigation can and should be used, as necessary , to ensure that a project already meeting the established acreage limits also satisfies the minimal impact re quirement associated with the NWPs . (f) Compens atory mitigation plans for projects in or near streams or other open waters will normally include a requirement fo r the establishment, maintenance , and legal protection (e .g ., conservation easements) of riparian areas next to open waters. In some cases, riparian areas may be the only compensatory mitigation required. Riparian areas s hould consist of native species . The width of the required riparian area will address documented water quality or aquatic habitat loss concerns . Normally, the riparian area will be 25 to 50 feet w ide on each side of the stream, but the district engineer may require slightly wider riparian areas to address documented water qua lity or habitat loss co ncerns . Where both wetlands and open waters exist on the project site, the district engineer will determine the appropriate compensa tory mitigation (e.g ., riparian areas and/or wetlands compensation) based on what is best for t he aquatic environment on a watershed basis. In cases where riparian areas are determined to be the most appropriat e form of compens atory mitigation, the district engineer may wa ive or reduce the requirement to provide wetland compensatory mitigation for wetland losses . (g) Pe rmittees may propose the use of mitigation banks , in-lieu fee arrangements or separate activity-specific comp e nsatory mi ti gation. In all cases, t he mitigation prov isions will specify the party responsib le for accomplishing and/or complying with the mitigation plan . (h) Where ce rt ain functions and services of waters of the United States are permanently adversely affected, such as the conversion of a forested or scrub-sh rub wetland to a herbaceous wetland in a permanently maintained utility line right-of-way, mitigation may be required to reduce the adverse effects of the project to the minimal level. 21 . Water Quality . Where States and authorized Tribes, or EPA where appl icable, have not previously certified comp liance of an NWP with CWA Se ct ion 401, individual 401 Water Quality Certification must be obtained or wa ived (see 33 CFR 330.4(c)). The d ist rict engineer or State or Tribe may req uire additional water quality 4 management measures to ensure that the authorized activity does not result in more than minimal degradation of water quality. 22 . Coastal Zone Management. In coastal states where an NWP has not previously received a state coastal zone management consistency concurrence, an individual state coastal zone management consistency concurrence must be obtained, or a presumption of concurrence must occur (see 33 CFR 330.4(d)). The district engineer or a State may require additional measures to ensure that the authorized activity is consistent with state coastal zone management requirements . 23. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may have been added by the Division Engineer (see 33 CFR 330.4(e)) and with any case specific conditions added by the Corps or by the state, Indian Tribe, or U.S. EPA in its section 401 Water Quality Certification, or by the state in its Coastal Zone Management Act consistency determination . 24. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited , except when the acreage loss of waters of the United States authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit. For example, if a road crossing, over tidal waters is constructed under NWP 14, with associated bank stabilization authorized by NWP 13, the maximum acreage loss of waters of.the United States for the total project cannot exceed 1 /3-acre. 25. Transfer of Nationwide Permit Verifications. If the permittee sells the property associated with the nationwide permit verification, the permittee may transfer the nationwide permit verification to the new owner by submitting a letter to the appropriate Corps district office to validate the transfer . A copy of the nationwide permit verification must be attached to the letter, and the letter must contain the following statement and signature: "When the structures or work authorized by this nationwide permit are still in existence at the time the property is transferred, the terms and conditions of this nationwide permit, including any special conditions, will continue to be binding on the new owner(s) of the property. To validate the transfer of this nationwide permit, and the associated liabilities associated with compliance with its terms and conditions , have the transferee sign and date below." {Transferee) (Date) 26. Compliance Certification . Each permittee who received the NWP verification from the Corps must submit a signed certification regarding the completed work and any required mitigation. The certification form must be forwarded by the Corps w ith the NWP verification letter and will include: (a) A statement that the authorized work was done in accordance with the NWP authorization , including any general or specific conditions ; (b) A statement that any required mitigation was completed in accordance with the permit conditions; and (c) The signature of the permittee certifying the completion of the work and mitigation. 27 . Pre-Construction Notification . (a) Timing . Where required by the terms of the NWP, the prospecti ve permittee must not ify the district engineer by submitting a pre-construction notification (PCN) as early as possible. The district engineer must determ ine if the PCN is complete within 30 calendar days of the date of receipt and , as a general rule , w ill request add itional information necessary to make the PCN complete only once. However, if the prospective permittee does not provide all of the requested information , then the district engineer will notify the prospective permittee that the PCN is still incomplete and the PCN review process will not commence until all of the requested information has been received by the district engineer. The prospective permittee shall not begin the activity until either: (1) He or she is notified in writing by the district engineer that the activity may proceed under the NWP with any special conditions imposed by the district or division engineer; or (2) Forty-five calendar days have passed from the district engineer's receipt of the complete PCN and the prospective permittee has not received written notice from the district or division engineer. However, if the permittee was required to notify the Corps pursuant to general cond ition 17 that listed species or critical habitat might affected or in the vicinity of the project, or to notify the Corps pursuant to gen e ral condition 18 that the activity may have the potential to cause effects to historic properties, the permi ttee cannot begin the activity until receiving written notification from the Corps that is "no effect" on listed species or "no potential to cause effects" on historic 5 properties, or that any consultation required under Section 7 of the Endangered Species Act (see 33 CFR 330.4(f)) and/or Section 106 of the National Historic Preservation (see 33 CFR 330.4(g)) is completed . Also, work cannot begin under NWPs 21, 49, or 50 until the permittee has received written approval from the Corps . If the proposed activity requires a written waiver to exceed specified limits of an NWP, the permittee cannot begin the activity until the district engineer issues the waiver. If the district or division engineer notifies the permittee in writing that an individual permit is required within 45 calendar days of receipt of a complete PCN , the permittee cannot begin the activity until an individual permit has been obtained. Subsequently, the permittee's right to proceed under the NWP may be modified, suspended , or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). (b) Cont ents of Pre-Construction Notification: The PCN must be in writing and include the following information: ( 1) Name, address and telephone numbers of the prospective permittee; (2) Location of the proposed project; (3) A description of the proposed project ; the project's purpose ; direct and indirect adverse environmental effects the project would cause; any other NWP(s), reg ional general permit(s), or individual permit(s) used or intended to be used to authorize any part of the proposed project or any related activity. The description should be sufficiently detailed to allow the district engineer to determine that the adverse effects of the project will be minimal and to determine the need for compensatory mitigation. Sketches should be prov ided when necessary to show that the act ivity complies with the terms of the NWP. (Sketches usually clarify the project and when provided result in a quicker decision .); ( 4) The PCN must include a delineation of special aquatic sites and other waters of the United States on the project site. Wetland delineations must be prepared in accordance with the current method required by the Corps. The permittee may ask the Corps to delineate the special aquatic sites and other waters of the United States, but there may be a delay if the Corps does the delineation, especially if the project site is large or contains many waters of the United States . Furthermore , the 45 day period will not start until the delineation has been submitted to or completed by the Corps, where appropriate; (5) If the proposed activity will result in the loss of greater than 1/10 acre of wetlands and a PCN is requ ired , the prospect ive permittee must submit a statement describing how the mitigation requirement will be satisfied . As an alternative, the prospective permittee may submit a conceptual or detailed mitigation plan. (6) If any listed species or designated critical habitat might be affected or is in the vicinity of the project , or if the project is located in designated critical habitat, for non-Federal applicants the PCN must include the name(s) of those endangered or t hreatened species that might be affected by the proposed work or utilize the designated critical habitat tha t may be affected by the proposed work . Federal applicants must provide documentation demonstrating compliance with the Endangered Species Act; and · (7) For an activity that may affect a historic property listed on, determ ined to be eligible for listing on, or potentially eligible for listing on , the National Register of Historic Places, for non-Federal applicants the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. Federal appl icants must provide documentation demonstrating compliance with Section 106 of the National Historic Preservation Act. (c) Form of Pre-Construction Noti fication: The standard individual permit appl ication form (Form ENG 4345) may be used, but the completed application form must clearly indicate that it is a PCN and must include all of the information required in paragraphs (b)(1) through (7) of this general condition . A letter containing the required information may also be used. ( d) Agency Coordination : (1) The district engineer will consider any comments from Federal and state agencies concern ing the proposed activity's compliance with the terms and cond itions of the NWPs and the need for mitigation to reduce the project's adverse environmental effects to a minimal level. (2) For all NWP 48 activities requiring pre-construction notification and for other NWP activities requiring pre-construction notification to the district engineer that result in the loss of greater than 1 /2-acre of waters of the Un ited States, the d istrict engineer will immed iately provide (e.g ., v ia facsimile transmission, overn ight mail, or other expeditious manner) a copy of the PCN to the appropriate Federal or state offices (U .S . FWS , state natura l resource or water quality agency , EPA, State Historic Preservation Officer (SHPO) or Tribal Historic Preservation Office (THPO), and , if appropriate, the NMFS). With the exception of NWP 37, these agencies will then have 1 O calendar days from the date the material is transmitted to telephone or fax the d istrict engineer notice that they intend to provide substantive, site-specific comments. If so contacted by an agency , the district eng ineer w ill wait an additional 15 calendar days before making a decision on the pre-construction notification. The d istrict engineer will fully consider agency comments received within the specified time frame, but will provide no response to the resource agency, except as provided below. The district engineer will indicate in the administrative record associated with each pre -construction notification that the resource agencies' concerns were considered . For NWP 37 , the eme rgency watershed protection and rehabilitation activity may proceed immediately in cases where the re is an unacceptab le hazard to life or a significant loss of property or economic hardship will occur. The district 6 engineer will consider any comments received to decide whether the NWP 37 authorization should be modified, suspended , or revoked in accordance with the procedures at 33 CFR 330 .5 . (3) In cases of where the prospective permittee is not a Federal agency, the district engineer will provide a response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation recommendations, as requ ired by Section 305{b){4){B) of the Magnuson-Stevens Fishery Conservation and Management Act. (4) Applicants are encouraged to provide the Corps multiple copies of pre-construction notifications to expedite agency coordination . (5) For NWP 48 activities that require reporting , the district eng ineer will provide a copy of each report within 10 calendar days of receipt to the appropriate reg ional office of the NMFS. { e) District Engineer's Decision : In reviewing the PCN for the proposed activity, the district engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. If the proposed activity requires a PCN and will result in a loss of greater than 1/10 acre of wetlands , the prospect ive permittee should submit a mitigation proposal with the PCN. Applicants may also propose compensatory mitigation for projects with smaller impacts. The district engineer will consider any proposed compensatory mitigation the applicant has included in the proposal in determining whether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. The compensatory mitigation proposal may be either conceptual or deta iled. If the district engineer determines that the activity complies with the terms and conditions of the NWP and that the adverse effects on the aquatic environment are minimal , after considering mitigation, the district engineer will notify the permittee and include any conditions the district engineer deems necessary. The district engineer must approve any compensatory mitigation proposal before the permittee commences work. If the prospective permittee elects to submit a compensatory mitigation plan with the PCN, the district engineer will expeditiously rev iew the proposed compensatory mitigation plan . The district engineer must review the plan within 45 calendar days of rece iving a . complete PCN and determine whether the proposed mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquatic environment (after consideration of the compensatory mitigation proposal) are determined by the district engineer to be minimal , the district engineer will provide a timely written response to the applicant. The response will state that the project can proceed under the terms and conditions of the NWP. If the district engineer determines that the adverse effects of the proposed work are more than minimal, then the district engineer will notify the applicant either: · { 1) That the project does not qualify for authorization under the NWP and instruct the applicant on the procedures to seek authorization under an individual permit; (2) that the project is authorized under the NWP subject to the applican t's subm ission of a mitigation plan that wou ld reduce the adverse effects on the aquatic environment to the minima l level ; or (3) that the project is .authorized under the NWP with specific modifications or conditions . Where the district engineer determ ines that mitigation is required to ensure no more than minimal adverse effects occur to the aquatic environment, the activity will be authorized within the 45-day PCN period. The authorization will include the necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation plan that would reduce the adverse effects on the aquatic environment to the minimal level. When mitigation is required , no work in waters of the United S tates may occur until the district engineer has approved a specific mitigation plan. 28 . Single and Complete Project. The activity must be a single and complete project. The same NWP cannot be used more than once for the same single and complete project. • Further Information 1. District Engineers have authority to determine if an activity compl ies with the terms and conditions of an NWP. 2 . NWPs do not obviate the need to obtain other federal , state , or local permits , approvals , or authorizations required by law. 3 . NWPs do not grant any property rights or exclus ive pr iv ileges . 4 . NWPs do not authorize any injury to the property or rights of others. 5 . NWPs do not authorize interference with any existing or proposed Federal project. Definitions Best management practices (BMPs): Policies, practices, procedures , or structures implemented to mitigate the adverse environmental effects on surface water quality resulting from development. BMPs are categorized as structural or non -structural. 7 Compensatory mitigation: The restorati on , establishment (creation), enhancement, or preservation of aquatic resources for the purpose of compensa ti ng for unavoidable adverse impacts which remain after all appropriate and practicable avoidance and minimization has been achieved. Currently serviceable: Useable as is or with some maintenance, but not so degraded as to essentially require reconstruction . Discharge: The term "discharge" means any discharge of dredged or fill material. Enhancement: The manipulation of the physical , chemical, or biological characteristics of an aquatic resource to heighten , intensify, or improve a specific aquatic resource function(s). Enhancement results in the gain of selected aquatic resource function(s), but may also lead to a decline in other aquatic resource function(s). Enhancement does not result in a gain in aquatic resou rce area . Ephemeral stream: An ephemeral stream has flowing water only during , and for a short duration after, precipitation events in a typical year. Ephemeral stream beds are located above the water table year-round. Groundwater is not a source of water for the stream . Runoff from rainfall is the primary source of water for stream flow. Establishment (creation): The manipulation of the physical, chemical , or biological characteristics present to develop an aquatic resource that did not previously exist at an upland site. Establ ishment results in a gain in aquatic resource area . Historic Property: Any prehistoric or historic district , site (including archaeological site), building , structure, or other object included in , or eligible for inclusion in , the National Register of Historic Places maintained by the Secretary of the Interior. This term includes artifacts , records , and remains that are related to and located w ithin such properties. The term includes properties of traditio nal religious and cultural importance to an Ind ian tribe or Native Hawaiian organization and that meet the National Register criteria (36 CFR Part 60). Independent utility: A test to determine what constitutes a single and complete project in the Corps regulatory program . A project is considered to have independent utility if it would be constructed absent the const ruction of other projects in t he project area. Portions of a multi -phase project that depend upon other phases of the project do not have indepen dent utility. Phases of a project that would be constructed even if the other phases were not bui lt can be cons idered as separate single and complet e projects with independent utility. Intermittent stream: An intermittent stream has flow ing water during certain times of the year, when groundwater provides wa ter for stream flow. During d ry periods , Intermittent streams may not have flowing water. Runoff from rainfall is a supplemental source of water for stream flow. Loss of waters of the United States : Waters of the Un ited States that are permanently adverse ly affected by fi ll ing, flooding , excavation, or drainage because of the regulated activity . Permanent adverse effects include permanent discharges of dredged or fill material that change an aquatic area to dry land, increase the bottom elevation of a waterbody , or change the use of a waterbody . The acreage of loss of waters of the United States is a threshold measurement of the impact to jurisdictional waters for determining whether a project may qualify for an NWP; it is not a net threshold that is calcu lated after considering compensatory m itigation that may be used to offset losses of aq uatic functions and services. The loss of stream bed includes the linear feet of stream bed tha t is filled or excavated . Waters of the Un ite d States temporarily filled , f looded , excavated , or drained , but restored to pre-construction contours and elevations after construction , are not included in the measurement of loss of waters of the United States. Impacts resu lting from activities eligible for exemptions unde r Section 404(f) of the Clean Water Act are not considered when cal c ulating the loss of waters of the United States. Non-tidal wetland : A non -tidal wetl and is a wetland that is no t subject to the ebb and flow of tida l waters . The definition of a wetland can be found at 33 CFR 328 .3(b). Non-tidal wetlands conti g uous to tidal waters are located landward of the h ig h tide line (i.e ., spring high tide line). Open water: For purposes of the NWPs, an open-water is any area that in a year with normal patterns of precipitation has water flowing or standi ng above ground to the extent that an ordinary high water mark can be determined . Aqua ti c vegetation within t he area of standing or flowing water is ei t her non-emergent, sparse , or absen t. Vegetated shal lows are cons ide red to be open waters . Examples of "open waters" include rivers , streams , lakes, and pond s . Ordinary High Water Mark: An o rdinary high water mark is a line on the shore established by the fl uctuations of water and indicated by physical characteristics, or by other appropriate means that consider the characteristics of the surrounding a reas (see 33 CFR 328 .3(e)). Perennial stream : A perennial stream has flowing water year-round during a typi cal year. The water table is located above th e stream bed for most of the y ear. Groundwater is the primary sou rce of water for stream flow . Runoff from rainfall is a supplemental source of water for stream f low. Practicable: Avai lable and capable of being done after tak ing into consideration cost, existing technology, and log istics in light of overall project purposes. Pre-construction notification : A requ e st submitted by the project proponent to the Corps for confirmation that a particular act iv ity is authorized by natio nwide permit. The request may be a permit application , letter, or similar document that includes information about the proposed work and its anticipated environmental effects . Pre - 8 construction notification may be required by the terms and conditions of a nationwide permit, or by regional conditions. A pre-construction notification may be voluntarily submitted in cases where pre-construction notification is not required and the project proponent wants confirmation that the activity is authorized by nationwide permit. Preservation: The removal of a threat to , or preventing the decline of, aquatic resources by an action in or near those aquatic resources . This term includes activities commonly associated with the protection and maintenance of aquatic resources through the implementation of appropriate legal and physical mechanisms . Preservation does not result in a gain of aquatic resource area or functions. Re-establishment: The manipulation of the physical, chemical, or biological characteristics of a site with the goal of returning natural/historic functions to a former aquatic resource . Re-establishment results in rebuilding a former aquatic resource and results in a gain in aquatic resource area . Rehabilitation: The manipulation of the physical, chemical, or biological characteristics of a site with the goal of repairing natural/historic functions to a degraded aquatic resource. Rehabilitation results in a gain in aquatic resource function, but does not result in a gain in aquatic resource area . Restoration: The manipulation of the physical, chemical, or biological characteristics of a site with the goal of returning natural/historic functions to a former or degraded aquatic resource. For the purpose of tracking net gains in aquatic resource area, restoration is divided into two categories: Re-establishment and rehabilitation. Riffle and pool complex: Riffle and pool complexes are special aquatic sites under the 404{b)(1) Guidelines . Riffle and pool complexes sometimes characterize steep gradient sections of streams . Such stream sections are recognizable by their hydraulic characteristics. The rapid movement of water over a course substrate in riffles results in a rough flow , a turbulent surface, and high dissolved oxygen levels in the water. Pools are deeper areas associated with riffles . A slower stream velocity, a streaming flow, a smooth surface, and a finer substrate characterize .pools. Riparian areas: Riparian areas are lands adjacent to streams, lakes, and estuarine-marine shorelines. Riparian areas are transitional between terrestrial and aquatic ecosystems, through which surface and subsurface hydrology connects waterbodies with their adjacent uplands . Riparian areas provide a variety of ecological functions and services and help improve or maintain local water quality. (See general condition 20 .) Shellfish seeding : The placement of shellfish seed and/or suitable substrate to increase shellfish production . Shellfish seed consists of immature individual shellfish or individual shellfish attached to shells or shell fragments (i.e., spat on shell). Suitable substrate may consist of shellfish shells, shell fragments, or other appropriate materials placed into waters for shellfish habitat. Single and complete project: The term "single and complete project" is defined at 33 CFR 330.2(i) as the total project proposed or accomplished by one owner/developer or partnership or other association of owners/developers. A single and complete project must have independent utility (see definition). For linear projects, a "single and complete project" is all crossings of a single water of the United States (i.e ., a single waterbody) at a specific location . For linear projects crossing a single waterbody several times at separate and distant locations, each crossing is considered a single and complete project. However, individual channels in a braided stream or river, or ind ividual arms of a large , irregularly shaped wetland or lake , etc., are not separate waterbodies, and crossings of such features cannot be considered separately. Stormwater management: Stormwater management is the mechanism for controlling stormwater runoff for the purposes of reducing downstream erosion, water quality degradation , and flooding and mitigating the adverse effects of changes in land use on the aquatic environment. Stormwater management facilities : Stormwater management facil ities are those facilities, including but not limited to, stormwater retention and detention ponds and best management practices, which retain water for a period of time to control runoff and/or improve the quality (i.e., by reducing the concentration of nutrients, sediments , hazardous substances and other pollutants) of stormwater runoff. Stream bed: The substrate of the stream channel between the ord inary high water marks. The substrate may be bedrock or inorganic particles that range in size from clay to boulders. Wetlands contiguous to the stream bed , but outside of the ordinary high water marks, are not considered part of the stream bed. Stream channelization: The manipulation of a stream's course, condition, capacity, or location that causes more than m ini mal interruption of normal stream processes . A channelized stream remains a water of the United States . Structure : An object that is arranged in a defin ite pattern of organ ization. Examples of structures include , without limitation , any pier, boat dock, boat ramp, wharf, dolphin , weir, boom , breakwater, bulkhead, revetment , riprap, jetty, artificial island, artificial reef, permanent mooring structure, power transmission line, permanently moored floating vessel , piling, aid to navigation, or any other manmade obstacle or obstruction. Tidal wetland: A tidal wetland is a wetland (i.e ., water of the United States) that is inundated by tidal waters . The definitions of a wetland and tidal waters can be found at 33 CFR 328.3(b) and 33 CFR 328.3(f), respectively. Tidal waters rise and fall in a predictable and measurable rhythm or cycle due to the gravitational pulls of the moon and sun . Tidal waters end where the rise and fall of the water surface can no longer be practically measured in a 9 predictable rhythm due to maskin g by other waters, wind, or other effects . Tidal wetlands are located channelward of the high tide line, which is defined at 33 CFR 328.3(d). Vegetated shallows : Vegetated shallows are special aquatic sites under the 404(b)(1) Guidelines. They are areas that are permanently inundated and under normal circumstances have rooted aquatic vegetation , such as seagrasses in marine and estuarine systems and a variety of vascular rooted plants in freshwater systems. Waterbody: For purposes of the NWPs, a waterbody is a jurisdictional water of the United States that , during a year with normal patterns of precip itation, has water flowing or standing above ground to the extent that an ordinary high water mark (OHWM) or other indicators of jurisdiction can be determined , as well as any wetland area (see 33 CFR 328.3(b )). If a jurisdictional wetland is adjacent--meaning bordering, contiguous, or neighboring--to a jurisdictional waterbody displaying an OHWM or other indicators of jurisdiction, that waterbody and its adjacent wetlands are considered together as a single aquatic unit (see 33 CFR 328.4(c)(2)). Examples of "waterbodies" include streams, rivers, lakes, ponds , and wetlands. ADDITIONAL INFORMATION This nationwide perm it is effective March 19, 2007 , and expires on March 18 , 2012 . Information abou t the U.S . Army Corps of Engineers regulatory program, including nationwide permits, may also be accessed at http ://www.swf.usace .army.mil/pubdata/environ/requlatory/index.asp or http ://www. usace.army. mil/cw/cecwo/req 10 DEPARTMENT OF THE ARMY FORT WORTH DISTRICT, CORPS OF ENGINEERS P .O. Box l 7300 FORT WORTH , TEXAS 76102-0300 October 5, 2009 Planning, Environmental, and Regulatory Division Regulatory Branch SUBJECT: Project Number SWF-2009-00206, Proposed Capstone Cottages Development and Holleman Drive Phase I Extension, City of College Station, Brazos County, Texas Ms. Loretta Mokry Alan Plummer Associates, Incorporated 1320 South University Drive, Suite 300 Fort Worth, Texas 76107-5737 Dear Ms. Mokry: Thank you for your letter of May 13, 2009, and follow-up submittal dated October 2, 2009, concerning a proposal by Capstone-CS, LLC to construct the proposed Capstone Cottages Residential Development and Holleman Drive Phase I Extension located on a 105-acre tract of ]and at the intersection of Harvey Mitchell Parkway and Holleman Drive in the City of College Station, Brazos County, Texas. This project has been assigned Project Number SWF-2009- 00206. Please include this number in all future correspondence concerning this project. Failure to reference the project number may result in a de1ay. We have reviewed this project in accordance with Section 404 of the Clean Water Act and Section 10 of the Rivers and Harbors Act of 1899. Under Section 404, the U.S. Army Corps of Engineers (US ACE) regulates the discharge of dredged and fill material into waters of the United States, including wetlands. Our responsibility under Section 10 is to regulate any work in, or affecting, navigable waters of the United States. Based on your description of the proposed work, and other information available to us, we have determined that this project will not involve activities subject to the requirements of Section 10. However, this project will involve activities subject to the requirements of Section 404. Therefore, it will require Department of the Army authorization. · We have reviewed this project under the preconsfruction notification (PCN) procedures of N ationwide Permit (NWP) General Condition 27 (Federal Register, Vol. 72, No. 47, Monday, March 12, 2007 and corrections in Federal Register Vol. 72, No. 99, Tuesday, May 8, 2007). We have determined that this project is authorized by NWP 29 for Residential Developments and NWP 14 for Linear Transportation Projects. To use these permits, the person responsible for the project -2- must ensure that the work is in compliance with the specifications and conditions listed on the enclosures and the special conditions listed below. The special conditions for these permits are as follows: 1. The permittee shall implement and abide by the mitigation plan titled "Proposed Mitigation Plan for Capstone Cottages Residential Development, College Station, Brazos County, Texas, USACE Project No.: 2009-00206" prepared by Loretta Mokry, Afan Plummer Associates, Inc., dated October 2, 2009. The permittee shall implement the mitigation plan concurrently with the construction of the project. Completion of all elements of this mitigation plan is a requirement of this permit. 2. The permittee shall debit 7.9 credits from the Steele Creek Mitigation Bank in compliance with the provisions of the "Mitigation Banking Instrument, Steele Creek Mitigation Bank, Robertson County, Texas," dated May 2004. This debit shall compensate off-site for unavoidable adverse project impacts that would not be compensated for by on-site mitigation. The permittee shall complete the mitigation bank transaction and provide documentation to the USA CE that the transaction has occurred by December 1, 2009. We have determined that the proposed activities would comply with all of the terms and conditions ofNWPs 29 and 14, and that adverse environmental effects of the proposed project would be minimal both individually and cumulatively. Therefore, we are waiving the 300 linear foot limit for loss of stream bed in this case. Failure to comply with these specification and conditions invalidates the authorization and may result in a violation of the Clean Water Act. Our ver ification for the construction of these activities under these nationwide permits is valid until March 18, 2012, unless prior to that date the nationwide permits are suspended, revoked, or modified such that the activities would no longer comply with the terms and conditions of the nationwide permits regionally or nationally. The USACE will issue a public notice announcing the changes when they occur. Furthermore, activities that have commenced, or are under contract to commence, in reliance on a nationwide permit will remain authorized provided the activity is completed within 12 months of the date of the nationwide permit's expiration, modification, or revocation, unless discretionary authority has been exercised on a case-by-case basis to modify suspend, or revoke the authorization in accordance with 33 CFR 330.4(e) and 33 CFR 330.S(c) or (d). Continued confirmation that an activity complies with the specifications and conditions, and any changes to the nationwide permits, is the responsibility of the permittee. Our review of this project also addressed its effects on threatened and endangered species. Based on the information provided, we have determined that this project will not affect any species listed as threatened or endangered by the U.S. Fish and Wildlife Service within our permit area. However, please note that you are responsible for meeting the requirements of general condition 17 on endangered species. > ,. -3- The permittee must sign and submit to us the enclosed certification that the work, including any required mitigation, was completed in compliance with the nationwide permits. You should submit your certification with 30 days of the completion of work. This permit should not be considered as an approval of the design features of any activity authorized or an implication that such construction is considered adequate for the purpose intended . It does not authorize any damage to private property, invasion of private rights, or any infringement of federal, state, or local laws or regulations. The USA CE based this decision on a preliminary jurisdictional determination that there are water of the United States on the project site. It is incumbent upon the applicant to remain info rmed of changes in the Depaitment of the Army regulations. Thank you for your interest in our nation's water resources. If you have any questions concerning our regulatory program, please refer to our website at http://www.swf.usace.anny.mil/regulatory or contact Ms . Mary Verwers at the address above or telephone (817) 886-1739. Please help the Regulatory Program improve its service by completing the survey on the following website: http://per2.nwp.usace.army .rnil/survey.html. Enclosures Copy Furnished: Mr. Mark Fisher Technical Specialist Water Quality Assessment Section (MC-150) Water Quality Division Texas Commission on Environmental Quality P .0. Box 13087 Austi.11 , Texas 78711 Sincerely, cfirstephen L Brooks Chief, Regulatory Branch ,. NATIONWIDE PERMIT 29 Residential Developments Effective Date : March 19, 2007 (NWP Final Notice, 72 FR 11186, para . 29) Residential Developments . Disc harges of dredged or fill material into non-tida l waters of the United States for the construction or expansion of a single residence , a multlple unit resident ial development, or a res idential subd ivision . Th is NWP authorizes the co nstruction of build ing foundations and bu il ding pads and attendant features that are necessary for the use of the residence or residential development. Attendant featu res may include but are not limited to roads, pa rking lots, garages, yards, utility lines, sto rm water management facilities, septic fields, and recreation facilities such as playgrounds , playing fields, and gol f courses (provided the golf course is an .integral part of the res idential development). The discharge must not cause the loss of grea ter than 1/2-acre of non-tida l waters of the Un ited States , including the loss of no more than 300 linear feet of stream bed, unless for inte rm ittent and ephemeral stream beds this 300 linear foot limit is wa ived in writing by the district eng ineer. This NWP does not autho rize discharges .into non-tidal we tl ands adjacent to tida l waters . · Subdivisions : For residentia l subd ivisions , the aggregate total loss of wate rs of United States aut horized by this NWP cannot exceed 1/2 acre. This includes any loss of waters of the Un ited States assoc iated with development of individual subd ivis ion lots . Notification: The permittee mus t submit a pre-construction notification to the di st rict enginee r prior to commencing the activity. (See general cond ition 27.) (Sections 10 and 404) NATIONWIDE PERMIT GENERAL CONDITIONS General Condi ti ons: The following ge neral cond itions must be followed in order fo r any autho rization by a NWP to be valid : 1. Navigation . (a) No activity may cause more than a minimal adverse effect on navigation. (b) Any safety lights and signals prescribed by the U.S. Coast Guard, through regulations or otherwise , must be installed and maintained .at the permittee's expense on au thorized facilit ies in navigable waters of the United States . (c) The pe rmittee understands and agrees that , if future operations by the United States requ ire the remova l, relocation, or oth er alteration, of the structure or work herein authorized, or if, in the opinion of the Secretary of t he Army or his autho rized representative , said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters , the permittee will be required, upon due notice from the Corps of Engineers, to remove, relocate , or alter the struct ural work or obstructions caused thereby , witho ut expense to the United States . No clai m sha ll be made aga inst the United States on account of any such removal or alterat ion. 2. Aquatic Life Movements . No ac ti vity may substantially disrupt the necessary life cycle movements of those spec ies of aquati c life indigenous to the waterbody, including those species that normally migrate through the area , unles s the activ ity's primary purpose is to impound water. Culverts placed in streams must be Installed to maintain low fl ow cond itions . 3. Spawning Areas . Act ivities in spawning areas during spawning seasons must be avoided to the maximum extent practicable . Activities that result in the physical destruction (e .g., through excavation, fill, or downstream smothering by substantial turbidity) of an important spawn ing area are not authorized . 4. Migratory Bird Breeding Areas .. Activities in waters of the United States that serve as breeding areas for migratory birds must be avoided to the maximum extent pract_icable . 5. Shellfish Beds . No activity may occ ur in areas of concentrated shellfish populations, unless the act ivity is directly rela ted to a shellfish harvesting activity authorized by NWPs 4 and 48 . 6. Suitable Material. No activity may use unsuitable materia l (e.g., trash, debr is, car bodies, asphal t, etc .). Material used for construction or disch arged must be free from tox ic pollutants in toxic amounts (see Section 307 of the C~ean Water Act). 7. Water Supply Intakes . No activ ity may occur in the prox imity of a public wate r supply intake, except wh ere the acti vity is for the re pair or improvem ent of public water supply intake structures or adjacent bank stab ili zation . ' 8. Adverse Effects From Impoundments. If the activity creates an impoundment of water, adverse effects to the aquatic system due to accelerating the passage of water , and/or restricting its flow must be minimized to the maximum extent practicable. ~-Management of Water Flows. To the maximum extent practicable, the pre-construction course, condition, capacity, and location of open waters must be maintained for each activity, including stream channelization and storm water management activities , except as provided below. The activity must be constructed to withstand expected high flows. The activity must not restrict or impede the passage of normal or high flows, unless the primary purpose of the activity is to impound water or manage high flows . The activity may alter the pre- construclion course, condition, capacity, and location of open waters if It benefits the aquatic environment (e .g., stream restoration or relocation activities). 10. Fiiis Within 100-Year Floodplains. The activity must comply with applicable FEMA-approved state or local floodplain management requirements. 11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats, or other measures must be taken to minimize soil disturbance. 12. Soll Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction, and all exposed soil and other fills, as well as any work below the ordinary high water mark or high tide line, must be permanently stabilized at the earliest practicable date. Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 13. Removal of Temporary Fiiis. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations . The affected areas must be revegetated, as appropriate . 14 . Proper Maintenance. Any authorized structure or fill shall be properly mainta ined, including maintenance to ensure public safety. 15. Wild and Seen ic Rivers . No activity may occur in a component of the National Wild and Scenic River System, or in a river officially designated by Congress as a "study river" for possible inclusion in the system while the river is in an official study status, unless the appropriate Federal agency with direct management responsibility for such river, has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area (e.g., National Park Service, U.S. Forest Service, Bureau of Land Management, U.S. Fish and Wildlife Service). 16. Tribal Rights. No activity or its operation may impair reserved tribal rights, including, but not limited to, reserved water rights and treaty fishing and hunting rights . 17 . Endangered Species . (a) No activity is authorized under any NWP which is likely to jeopardize the continued existence of a threatened authorized under any NWP which "may affect" a listed or endangered species or a species proposed for such designation, as identified under the Federal Endangered Species Act (ESA), or which will destroy or adversely modify the critical habitat of such species . No activity is species or critical habitat, unless Section 7 consultation addressing the effects of the proposed activity has been completed. (b) Federal agencies should follow their own procedures for complying with the requirements of the ESA . Federal perrnittees must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements. (c) Non-federal permittees shall notify the district engineer if any listed species or designated critical habitat might be affected or Is in the vicinity of the project, or if the project is located in designated critical habitat, and shall not begin work on the activity until notified by the district engineer that the requirements of the ESA have been satisfied and that the activity is authorized. For activities that might affect Federally-listed endangered or threatened species or designated critical habitat , the pre-construction notification must include the name(s) of the endangered or threatened species that may be affected by the proposed work or that utilize the des ignated critical habitat that may be affected by the proposed work . The district engineer will determine whether the proposed activity "may affect" or will have "no effect " to listed species and des ignated critical habitat and will notify the non-Federal applicant of the Corps' determination within 45 days of receipt of a complete pre-construction 2 notification . In cases where the non-Federal applicant has identified listed spec ies or critical habitat that might be affected or is in the vicinity of the project, and has so notified the Corps, the applicant shall not begin work until the Corps has provided notification the proposed activities will have "no effect" on listed species or critical habitat, or until Section 7 consultation has been completed. (d) As a result of formal or Informal consultation with the FWS or NMFS the district engineer may add species-specific regional endangered species conditions to the NWPs. . (e) Authorization of an activity by a NWP does not authorize the "take" of a threatened or endangered species as defined under the ESA. In the absence of sepa rate authorization (e.g ., an ESA Section 10 Permit, a Biological Opinion with "incidental take" provisions, etc.) from the U.S. FWS or the NMFS, both lethal and non- lethal "takes" of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their cr itical habitat can be obtained directly from the offices of the U.S. FWS and NMFS or their worldwide Web pages at http://www.fws.gov/ and http ://www .noaa.gov/fisheries.html respectively. 18. Historic Properties. (a) In cases where the district engineer determines that the activity may affect properties listed , or eligible for listing, in the National Register of Historic Places, the activity is not authorized, until the requirements of Section 106 of the National Historic Preservation Act (NHPA) have been satisfied . (b) Federal permiltees should follow their own procedures for complying with the requirements of Section 106 of the National Hi storic Preservation Act. Federal permittees must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements . ( c) Non-federal permiltees must submit a pre-construction notification to the district engineer if the authorized activity may have the potential to cause effects to any historic properties listed , determined to be eligible for listing on, or potentially eligible for llsting .on the National Register of Historic Places, including previously unidentified properties . For such activities, the pre-construction notification must state which historic properties may be affected by the proposed work or include a vicinity map indicating the location of the historic propert ie s or the potential for the presence of histor ic properties. Ass istance regarding information on the location of or potential for the presence of historic resources can be sought from the State Historic Preservation Officer or Tr ibal Historic Preservation Officer, as appropria te, and the National Register of Historic Places (see 33 CFR 330.4(g)). The district eng ineer shall make a reasonable and good faith effort to carry out appropriate identification efforts, which may include background research, consultation, oral history interviews, sample field investigation , and field · survey. Based on the information submitted and these efforts, the district engineer shall determine whether the proposed activity has the potential to cause an effect on the historic properties. Where the non -F ederal app lica nt has identified historic properties wh ich the activity may have the potential to cause effects and so notified the Corps, the non-Federal applicant shall not begin the activity until notified by the district engineer either that the activity has no potential to cause effects or that consultation under Section 106 of the NHPA has been completed . (d) The district engineer will notify the prospective permittee within 45 days of receipt of a complete pre- construction noti fi cation whether NHPA Section 106 consultation is required . Sect ion 106 consultation is not required when the Corps determines that the activity does not have the potential to cause effects on historic properties (see 36 CFR 800.3(a)). If NHPA section 106 consultat ion is required and will occur, the district engineer will notify the non-Federal applicant that he or she cannot begin work until Section 106 consultation is completed. (e) Prospective perm lttees should be aware that section 110k of the NHPA (16 U.S.C. 470h-2(k)) prevents the Corps from granting a permit or other assistance to an applicant who, with intent to avoid the requ irements of Section 106 of the NHPA, has intentionally significantly adversely affected a historic property to which the permit would relate, or having .legal power to prevent it, allowed such significant adverse effect to occur, unless the Corps, afte r consultation with the Advisory Council on Historic Preservation (ACHP), determines that circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant. If circumstances justify granting the assistance, the Corps is required to notify the ACHP and provide documentation specifying the circumstances, explaining the degree of damage to the integrity of any histo ric properties affected , and proposed mitigation. This documentation must include any views obtained from the applicant, SHPOffHPO, appropriate Indian tribes if the undertaking occurs on or affects historic properties on tribal lands or affects properties of interest to those tribes, and other parties known to have a legitimate interest In the impacts to the permitted activity on historic properties. 19. Designated Critical Resource Waters . Critical resource waters include, NOAA-designated marine sanctuaries, Nat iona l Estuarine Research Reserves, state natura l heritage sites, and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified by the district engineer after notice and opportunity for public comment. The district engineer may also designate additional critical resource waters after notice and opportunity for comment. 3 (a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7, 12 , 14, 16, 17 , 21, 29 , 31 , 35, 39, 40, 42, 43, 44, 49, and 50 for any activity within ,' or directly affecting , critical resou rce waters, Incl uding wetlands adjacent to such waters . (b) For NWPs 3, 8, 10 , 13, 15, 18 , 19 , 22, 23, 25, 27 , 28 , 30, 33 , 34 , 36 , 37 , and 38 , notification is required in accordance with genera ! condition 27 , for any activ ity proposed in the designated critical resource waters including wetlands adj acent to those waters. The district engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. · 20 . Mitigation . The district engineer will consider the fo ll owing factors when determining appropr iate and practicab le mitigation necessary .to ensure that adverse effects on the aquatic env ironment are minima l: (a) The activity must be designed and constructed to avoid and minimize adverse effects , both temporary and permanent, to waters of the United States to the max imum extent practicable at the project site (i.e ., on site). (b) Mitigation in all its forms (avoiding, minimizing , rectifying, reducing, or compensating) will be requ ired to the extent necessary to ensure that the adverse effects to the aquat ic environment are minimal. (c) Compensatory mitigation at a minimum one -for-one ratio will be required for all wetland losses that exceed 1110 acre and requ ire pre-construction notificat ion, unless the district engineer determines in writing th at some other for m of mitiga ti on would be more environmentally appropriate and provides a project-specific waive r of this require ment. For wetland losses of 1/10 acre or less that require pre-construction notification , the distr ict engineer may dete rmine on a case -by-case bas is that compensatory mitigation is required to ensure that the ac ti vity results in mini mal adverse effects on the aquatic env ironment. Since the likelihood of success is greater and the impacts to potentia lly valuable uplands are reduced, wetland restoration should be the first compensatory mitiga ti on option considered . (d) For tosses of streams or othe r open wate rs that require pre -construction notification , the district engineer may requi re compensatory mitigation, such as stream restorat ion, to ensure that the activity results in minimal adverse effects on the aquatic environment. (e) Compensa tory mitigation will not be used to increase the acreage losses allowed by the acreage limits of the NWPs . For example, if an NWP has an acreage limit of 112 acre , it cannot be used to authorize any project resulting in the loss of greater than 1/2 acre of waters of the United States, even if compensatory mitigation is provided that repla ces or restores some of the lost waters . However, compensatory mitigation can and should be used, as necessary , to ensure that a project already meeting the established acreage limits also satisfies the minimal impact requ irement associated with the NWPs . (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment , maintenance, and legal protection (e .g., conservation easements) of riparian areas next to open waters . In some cases, riparian areas may be the only compensatory mitigation required. Riparian areas should consist of native species. The width of the requ ired riparian area wit! address documented wate r quality or aquatic habitat loss concerns. Normally , the riparian area will be 25 to 50 feet wide on each side of the stream , but the district eng i neer may requ ire slightly wider ripa ri an areas to address documented water quality or habitat loss concerns . Where both wetlands and open wate rs exist on the project site, the distr ict enginee r will determ ine the appropriate compensatory miti gation (e.g ., riparian areas and/or wetlands compensation) based on what is best for the aquatic environment on a watershed basis. In cases where riparian areas are determined to be the most appropriate form of compensatory mitigat ion , the district engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetla nd losses. {g) Permittees may propose the use of mitigation banks , in-lieu fee arrangemen ts or separate activity-specific compensatory mitigation . In all cases , the mitigation prov isions will specify the party responsible for ac complishing and/or complying with the mitigation plan . (h) Where certa in functions and services of waters of the United States are permanently adversely affected, such as the convers ion of a forested or scrub-shrub wetland to a herbaceous wetland in a permanently mainta ined utility line right-of-way, mitigation may be requ ired to reduce the adve rse effects of the project to th e minimal level. 21 . Water Quality. Where States and authorized Tr ibes, or EPA where applicable , have not previously cert ified compliance of an NWP with CWA Section 401, individua l 401 Water Quality Certification must be obta ined or waived (see 33 CFR 330.4(c)). The district eng ineer or State or Tribe may requ ire additional wate r quality management measures to ensure that the authorized activity does not result in more than min imal degradation of water quality. 22 . Coastal Zone Management. In coastal states where an NWP has not prev iously received a state coastal zone management consistency co ncurrence , an ind ividu al state coastal zone management cons istency 4 concurrence must be obtained, or a presumption of concurrence must occur (see 33 CFR 330.4(d)). The district engineer or a State may require additional measures to ensure that the authorized activity is consistent with state coastal zone management requirements . 23. Reg Iona I and Case-By-Case Conditions. The activity must comp ly with any regional conditions that may have been added by the Division Engineer (see 33 CFR 330.4(e)) and with any case specific cond itions added by the Corps or by the state, Indian Tribe, or U.S . EPA in its section 401 Water Quality Certification, or by the state in its Coastal Zone Management Act consistency determination . 24. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited, except when the acreage loss of waters of the United States authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit. For example , if a road crossing , over tidal waters is constructed under NWP 14, with associated bank stabilization authorized by NWP 13, the maximum acreage loss of waters of the United States for the total project cannot exceed 1/3-acre. 25 . Transfer of Nationwide Permit Verifications. If the permittee sells the property associated with the nationwide perm it verification, the permittee may transfer the nationwide permit verification to the new owner by submitting a letter to the appropriate Corps district office to validate the transfer . A copy of the nationwide permit verification must be attached to the letter, and the letter must contain the following statement and signature: "When the structures or work authorized by this nationwide permit are still in existence at the time the property is transferred , the terms and conditions of this nationwide permit, including any special conditions , will continue to be binding on the new owner(s) of the property. To validate the transfer of this nationwide permit, and the associated liabili ti es associated with compliance with its terms and conditions, have the transferee sign and date below." (Transferee) (Date) 26 . Compliance Certification. Each permlttee who received the NWP verification from the Corps must submit a signed certification regarding the completed work and any required mitigation. The certification form must be forwarded by the Corps with the NWP verification letter and will include: (a) A statement that the autho rized work was done in accordance with the NWP authorization, including any general or specific conditions; (b} A statement that any required mitigation was completed in accordance with the permit conditions; and (c) The signature of the permittee certifying the completion of the work and mitigation. 27. Pre-Construction Notification . (a) Timing. Where required by the terms of the NWP, the prospective permittee must notify the district engineer by submitting a pre-construction notification (PCN) as early as possible. The district engineer must determine if the PCN is complete within 30 calendar days of the date of receipt and, as a general rule, will request additional information necessary to make the PCN complete only once . However, if the prospective permittee does not provide all of the requested Information, then the district engineer will notify the prospective permittee that the PCN is still incomplete and the PCN review process will not commence until all of the requested Information has been received by the district engineer. The prospective permittee shall not begin the activity: (1) Until notified in writing by the district engineer that the activity may proceed under the NWP with any special conditions Imposed by the district or division engineer; or (2) If 45 calendar days have passed from the district engineer's receipt of the complete PCN and the prospective perm ittee has not received written notice from the district or division engineer. However, if the permittee was required to notify the Corps pursuant to genera l condition 17 that listed species or critical habitat might be affected or in the vicinity of the project, or to notify the Corps pursuant to general condition 18 that the activity may have the potential to cause effects to historic properties, the permittee cannot begin the activity until receiving written notificatlon·rrom the Corps that is "no effect" on listed species or "no potential to cause effects" on historic properties , or that any consultation required under Section 7 of the Endangered Species Act (see 33 CFR 330.4(f)) and/or Section 106 of the National Historic Preservation (see 33 CFR 330.4(g)) is completed . Also , wo rk cannot beg in under NWPs 21, 49, or 50 until the permittee has received written approval from the Corps . If the proposed activity requires a written waiver to exceed specified limits of an NWP, the permittee cannot begin 5 the activity until the district engineer issues the waiver. If the district or division engineer notifies the permittee in writing that an Individual permit is required within 45 calendar days of receipt of a complete PCN, the permittee cannot begin the activ ity until an individual permit has been obtained . Subsequently, the permittee's right to proceed under the NWP may be modified, suspended, or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). (b) Contents of Pre-Construction Notification: The PCN must be in writing and include the following information: (1) Name, address and telephone numbers of the prospective permittee; (2) Location of the proposed project; (3) A description of the proposed project; the project's purpose; direct and indirect adverse environmental effects the project would cause; any other NWP(s), regional general permit(s), or individual permit(s) used or intended to be used to authorize any part of the proposed project or any related activity. The description should be sufficiently detailed to allow the district engineer to determine that the adverse effects of the project will be minimal and to determine the need for compensatory mitigation . Sketches should be provided when necessary to show that the activity complies with the terms of the NWP . (Sketches usually clarify the project and when provided results in a quicker decision .);, (4) The PCN must include a delineation of special aquatic sites and other waters of the United States on the project site. Wetland delineations must be prepared in accordance with the cur ren t method requ ired by the Corps. The permittee may ask the Corps to delineate the special aquatic sites and other waters of the United States, but there may be a delay if the Corps does the delineation, especially if the project site is large or contains many waters of the United States . Furthermore , the 45 day period will not start until the delineation has been subm itted to or completed by the Corps, where appropriate ; (5) If the proposed activity will result in the loss of greater than 1/10 acre of wetlands and a PCN is required , the prospective permittee must submit a statement describing how the mitigation requirement will be satisfied . As an alternative, the prospective permiltee may submit a conceptual or detailed mitigation plan . (6) If any listed species or designated critical habitat might be affected or is in the vicinity of the project, or if the project is locateq in designated critical habitat , for non-Federal applicants the PCN must include the name(s) of those endangered or threatened species that might be affected by the proposed work or utilize the designated critical habitat that may be affected by the proposed work . Federal applicants must provide documentation demonstrating compliance with the Endangered Species Act; and (7) For an activity that may affect a historic property listed on , determined to be eligible for listing on , or potentially eligible for listing on, the National Register of Historic Places , for non-Federal applicants the PCN must state wh ich historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. Federal applicants must provide documentation demonstrating compliance with Section 106 of the National Historic Preservation Act. (c) Form of Pre -Construction Notification: The standard individua l permit appl ication form (Form ENG 4345) may be used, but the completed application form must clearly Indicate that it is a PCN and must include all of the information required in paragraphs (b)(1) through (7) of this general condition. A letter containing the required information may also be used .. (d) Agency Coordination: (1) The district engineer will consider any comments from Federal and state agencies poncerning the proposed activity's compliance with the terms and cond itions of the NWPs and the need for mitigation to reduce the project's adverse environmen tal effects to a minimal level. (2) For all NWP 48 activities requiring pre -construction notification and for other NWP activities requiring pre-construction notification to the district engineer that result in the loss of greater than 1/2-acre of waters of the Un ited States, the district engineer will immediately provide (e .g., via facsimile transmission, overnight mail, or other exped itious manner) a copy of the PCN to the appropriate Federal or state offices (U .S. FWS, state natural resource or water qual ity agency , EPA , State Histor ic Preservation Officer (SHPO) or Tribal Historic Preservation Office (THPO), and , if appropriate, the NMFS). With the exception of NWP 37, these agencies will then have 1 O calendar days from the date the material is transmitted to telephone or fax the district engineer notice that they intend to provide substantive, site -specific comments . If so contacted by an agency , the district engineer will wait an addit ional 15 calendar days before making a dec ision on the pre -construction notification . The district engineer will fully consider agency comments received within the specified time frame, but will provide no response to the resource agency, except as prov ided below. The district engineer will indicate in the administrat ive record associated with each pre -construction notification that the resource agencies' concerns were considered . For NWP 37, the emergency watershed protection and rehabilitation act ivity may proceed immediately in cases where there is an unacceptable hazard to life or a significant loss of property or economic hardship will occur . The district engineer will consider any comments received to decide whether the NWP 37 authorization should be mod ified, suspended, or revoked in accordance with the procedures at 33 CFR 330 .5. 6 ' .. (3) In cases of where the prospective permittee is not a Federal agency, the district eng ineer will provide a response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation recommendations , as required by Section 305(b)(4)(B) of the Magnuson-Stevens Fishery Conservation and Management Ac t. (4) Applicants are encouraged to provide the Corps multiple copies of pre-construction notifications to expedite agency coordination. (5) For NWP 48 activities that require reporting, the district engineer will provide a copy of each report within 10 calendar days of receipt to the appropriate regional office of the NMFS. (e) District Engineer's Decision : In reviewing the PCN for the proposed acti vity, the district engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. If the proposed activity requires a PCN and will result in a loss of greater than 1/10 acre of wetlands, the prospective permittee shouid submit a mitigation proposal with the PCN. Applicants may also propose compensatory mitigation for projects with smaller impacts. The district enginee r will consider any proposed compensatory mitigation the applicant has included in the proposal in determining whether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. The compensatory mitigation proposal may be either conceptual or detailed. If the district engineer determines that the activ!ty complies with the terms and . conditions of the NWP and that the adverse effects on the aquatic environment are minimal, after considering mitiga ti on, the district engineer will notify the permittee and Include any conditions the district engineer deems necessary . The district engineer must approve any compensatory mitigation proposal before the permittee commences work . If the prospective permittee elects to submit a compensa tory mitigation plan with the PCN, the district engineer will expeditiously review the proposed compensatory mitigation plan. The district engineer must review the plan with in 45 calendar days of receiving a complete PCN and determine whether the proposed mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquatic environment (after consideration of the compensatory mitigation proposal) are determined by the district engineer to be minimal , the district engineer will provide a timely written response to the applicant. The response will state that the project can proceed under the terms and conditions of the NWP . If the district engineer determines that the adverse effects of the proposed work are more than minimal, then the district engineer will notify the applicant either : (1) That the project does not qualify for authorization under the NWP and instruct the applicant on the procedures to seek authorization under an individual permit ; (2) That the project is authorized under the NWP subject to the applicant's submission of a mitigation plan that would reduce the adverse effects on the aquatic environment to the minimal level; or (3) That the project is authorized under the NWP with specific modifications or conditions. Where the district engineer determines that mitigation is required to ensure no more than min imal adverse effects occur to the aquatic environment, the activity will be authorized within the 45 -day PCN period. The authorization will include the necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation plan that would reduce the adverse effects on the aquatic environment to the min imal level. When mitigation is requ ired, no work in waters of the Un ited States may occur until the district engineer has approved a specific mitigation plan. · 28. Single and Complete Project. The activity must be a single and complete project. The same NWP cannot be used more than once for the same single and complete project. Further Information 1. District Engineers have authority to determine if an activ ity complies with the terms and conditions of an NWP. 2 . NWPs do not obviate the need to obta in other federal, ~tale, or local permits , approvals, or authorizations requ ired by law. 3 . NWPs do not grant any property rights or exclusive privil eges . 4 . NWPs do not authorize any injury to the property or rights of others . 5. NWPs do not authorize interference with any existing or proposed Federal project. Definitions Best management practices (BMPs): Policies, practices , procedures, or structures implemented to mitigate the adverse environmental effects on surface water quality resulting from developme nt. BMPs are categorized as structural or non -st ructural. 7 ,. Compensatory mitigation: The restoration, establishment (creation), enhancement, or preservation of aquatic resources for the purpose of compensating for unavoidable adverse impacts which remain after all appropriate and pract icable avoidance and minimization has been achieved. Currently serviceable: Useable as is or with some maintenance, but not so degraded as to essentially require reconstruction. · Discharge: The term "discharge" means any discharge of dredged or fill material and any activity that causes or results in such a discharge. Enhancement: The manipulation of the physical, chemical, or biological characteristics of an aquatic resource to heighten, intensify, or improve a specific aquatic resource function(s). Enhancement results in the gain of selected aquatic resource function(s), but may also lead to a decline In other aquatic resource function(s). Enhancement does not result in a gain in aquatic resource area . Ephemeral stream: An ephemeral stream has flowing water only during, and for a short duration after, precipitation events in a typical year. Ephemeral stream beds are located above the water table year-round. Groundwater is not a source of water for the stream. Runoff from rainfall is the primary source of water for stream flow . Establishment (creation): The manipulation of the physical, chemical, or biological characteristics present to develop an aquatic resource that did not previously exist at an upland site . Establishment results in a gain in aquatic resource area . Historic Property: Any prehistoric or historic district, site (including archaeological site), building, structure, or other object included in, or eligible for inclusion in, the National Register of Historic Places maintained by the Secretary of the Interior. This term includes artifacts, records, and remains that are related to and located within such properties. The term includes properties of traditional religious and cultural importance to an Indian tribe or Native Hawaiian organization and that meet the National Register criteria (36 CFR Part 60). Independent utlllty: A test to determine what constitutes a single and complete project in the Corps regulatory program . A project is considered to have independent utility if it would be constructed absent the construction of other projects in the project area . Portions of a multi-phase project that depend upon other phases of the project do not h~ve independent utility. Phases of a project that would be constructed even if the other phases were not built can be considered as separate single and complete projects with independent utility. Intermittent stream: An intermittent stream has flowing water during certain times of the year, when groundwater provides water for stream flow. During dry periods, intermittent streams may not have flowing water. Runoff from rainfall is a supplemental source of water for stream flow. Loss of waters of the United States: Waters of the United States that are permanently adversely affected by filling, flooding, excavation, or drainage because of the regulated activity. Permanent adverse effects include permanent discharges of dredged or fill material that change an aquatic area to dry land, increase the bottom elevation of a waterbody, or change the use of a waterbody. The acreage of loss of waters of the United States is a threshold measurement of the impact to jurisdictional waters for determining whether a project may qualify for an NWP; it is not a net threshold that is calculated after considering compensatory mitigation that may be used to offset losses of aquatic functions and services. The loss of stream bed includes the linear feet of stream bed that is filled or excavated . Waters of the United States temporarily filled, flooded, excavated, or drained, but restored to pre-construction contours and elevations after construction, are not included in the measurement of loss of waters of the United States. Impacts resulting from activities eligible for exemptions under Section 404(f) of the Clean Water Act are not considered when calculating the loss of waters of the United States. Non-tidal wetland: A non-tidal wetland is a wetland that is not subject to the ebb and flow of tidal waters . The definition of a wetland can be found at 33 CFR 328 .3(b). Non-tidal wetlands contiguous to tidal waters are located landward of the high tide line (i.e ., spring high tide line). Open water: For purposes of the NWPs, an open-water Is any area that In a year with normal patterns of precipitation has water flowing or standing above ground to the extent that an ordinary high water mark can be determined . Aquatic vegetation within the area of standing or flowing water is either non-emergent, sparse; or absent. Vegetated shallows are considered to be open waters. Examples of "open waters" include rivers, streams, lakes, and ponds. Ordinary High Water Mark: An ordinary high water mark is a line on the shore established by the fluctuations of water and indicated by physical characteristics, or by other appropriate means that consider the characteristics of the surrounding areas (see 33 CFR 328.3(e)). Perennial stream: A perennial stream has flowing water year-round during a typical year. The water table is located above the stream bed for most of the year. Groundwater is the primary source of water for stream flow. Runoff from rainfall is a supplemental source of water for stream flow . Practicable: Available and capable of being done after taking into consideration cost, existing technology, and logistics in light of overall project purposes. 8 • • ' I Pre-construction notification: A request submitted by the project proponent to the Corps for confirmation that a particular activity is authorized by nationwide permit. The request may be a permit application, letter, or similar· document that includes informatio n about the proposed work and its anticipated environmental effects. Pre- construction noti fi cation may be required by the terms and conditions of a nationwide permit, or by regional conditions . A pre -construction notification may be voluntarily submitted in cases where pre -construction notification is not required and the project proponent wants confirmation that the activity is authorized by nationwide perm it. Preservation: The removal of a threat to, or preventing the decline of, aquatic resources by an action in or near those aquatic resources. This term includes activities commonly associated with the protection and maintenance of aquatic resources through the implementation of appropriate legal and physical mechanisms . Preservation does not result in a gain of aquatic resource area or functions. Re-establishment: The manipulation of the physical, chemical, or biological characteristics of a site with the goal of returning natu ral/historic functions to a former aquatic resource. Re-establishment results in rebuilding a former aquatic resource and results in a gain in aquatic resource area. Rehabilitation : The manipulation of the physical, chemical, or biological characteristics of a site with the goal of repairing natu ral/historic functions to a degraded aquatic resource. Rehabilitation results in a gain in aquatic resource function, but does not res ult in a gain in aquatic resource area. Restoration: The manipu lation of the physical, chemical, or biological characteristics of a site with the goal of returning natural/historic functions to a former or degraded aquatic resource. For the purpose of tracking net gains in aquatic resour ce area, restoration is divided into two categories : Re-establishment and rehabil itation. Riffle and pool complex: Riffle and pool complexes are special aquatic sites under the 404(b)(1) Guidelines. Riffle and pool complexes sometimes characterize steep gradient sections of streams . Such stream sections are recognizable by their hydraulic characteristics. The rapid movement of water over a course substrate in riffles results in a rough flow, a turbulent surface, and high dissolved oxygen leve ls in the water. Pools are deeper areas associated with riffles. A slower stream velocity, a streaming flow, a smooth surface, and a finer substrate · characterize poo ls. Riparian areas: Riparian areas are lands adjacent to streams, lakes, and estuarine-marine shorelines. Riparian areas are transitional between terrestr ial and aquatic ecosystems, through which surface and subsurface hydrology connects waterbodies with their adjacent uplands. Riparian areas prov ide a variety of ecological functions and services and help Improve or maintain local water quality. (See general condition 20 .) Shellfish seeding : The placement of shellfish seed and/or suitable substrate to increase shellfish production. Shellfish seed consists of immature individual shellfish or individual shellfish attached to shells or shell fragments (i.e., spat on she ll ). Suitable substrate may consist of shellfish shells, shell fragments, or other appropriate materials placed into waters for shellfish habitat. Single and complete project: The term "single and complete project" is defined at 33 CFR 330.2(i) as the total project proposed or accomplished by one owner/developer or partnership or other association of owners/developers. A single and complete project must have independ ent utility (see definition). For linear projects, a "sing le and complete project" is all crossings of a single water of the United States (i.e ., a single waterbody) at a specific location . For linear projects crossing a single waterbody several times at separate and distant locations, each crossing is considered a single and complete project. However, Individual channels in a braided stream or river, or individual arms of a large, irregularly shaped wetland or lake, etc., are not separate waterbodies, an d crossings of such features cannot be considered separately. Stormwater management: Stormwater management is the mechanism for controlling stormwater runoff for the purposes of reducing downstream erosion, water quality degradation, and flooding and mitigating the adverse effects of changes in land use on the aquatic environment. Stormwater management facilities : Stormwater management facilities are those facilities, including but not limited to, stormwater retention and detention ponds and best management practices , which retain water for a period-oHime to control runoff and/or improve the quality (i.e., by reducing the concentration of nutrients, sediments, hazardous substances and other pollutants) of stormwater runoff. Stream bed : The substrate of the stream channel between the ordinary high water marks. The substrate may be bedrock or inorganic particles that range in size from clay to boulders. Wetlands contig uous to the stream bed, but outside of the ordinary high water marks, are not considered part of the stream bed . Stream channel ization: The manipulation of a stream's course, condition, capacity, or location that causes more than minimal interruption of normal stream processes . A channelized stream remains a water of the United States. Structure: An object that is arranged in a definite pattern of organization . Examples of structures include, without limitation, any pier , boat dock, boat ramp, wharf, dolphin, weir, boom , breakwater, bulkhead, revetment, riprap, jetty, artificial island , artificial reef, permanent mooring structure, power transmission line, permanently moored floating vessel, piling, aid to navigation , or -any other manmade obstacle or obstruction . 9 Tidal wetland: A tidal wetland Is a wetland (i.e ., water of the United States) that is Inundated by tidal waters . The definitions of a wetland and tidal waters can be found at 33 CFR 328 .3(b) and 33 CFR 328.3(f), respectively . Tidal waters rise and fall i n a predictable and measurable rhythm or cycle due to the gravitational pulls of the moon and sun . Tidal waters end where the rise and fall of the water surface can no longer be practically measured in a predictable rhythm due to masking by other waters, wi nd , or other effects . Tid_al wetlands are located channelward of the high tide line , which is defined at 33 CFR 328 .3(d). Vegetated shallows: Vegetated shallows are special aquatic sites under the 404(b)(1) Guidel ines . They are . areas that are permanently inundated and under normal ci rcumstances have rooted aquatic vegetation, such as seagrasses in marine and estuarine systems and a variety of vascular rooted plants in freshwater systems. Waterbody: For purposes of the NWPs, a waterbody Is a jurisdictional water of t~e United States that, during a year with normal patterns of precip itation, has water flowing or standing above ground to the extent that an ordinary high water mark {OHWM) or other ind icators of jurisdiction can be determined, as well as any wetland area {see 33 CFR 328.3(b)). If a jurisdictional wetland is adjacent--meaning bordering, contiguous, or neighboring--to a jurisdictional waterbody displaying an OHWM or other indicators of jurisdiction, that waterbody and its ad jacent wetlands are considered together as a single aquatic unit {see 33 CFR 328.4(c)(2)). Examples of "waterbodies" include streams, rivers, lakes, ponds, and wetlands . ADDITIONAL INFORMATION This nat ionwide perm it is effective March 19, 2007 , and expires on March 18, 2012 . Information about the U.S. Army Corps of Engineers regulatory program, including nationwide permits , may also be accessed at http :f/www .swf.usace .army .mil/pubdata/environ/reg ulatorv/index.asp or http://www.usace .army.ml l/cw/cecwo/reg 10 NATIONWIDE PERMIT 14 Linear Transportation Projects Effective Date: March 19, 2007 (NWP Final Notice, 72 FR 11181, para. 3) L:lnear Transportation Projects. Activities required for the construction, expans io n, modification, or improvement of linear transportation projects (e .g., roads, highways, railways, trails, airport runways, and taxiways) in waters of the United States. For linear transportation projects in non-tidal waters, the discharge cannot cause the loss of greater than 1/2-acre of waters of the United States . For linear transportation projects fn tidal waters, the discharge cannot cause the loss of greater than 1 /3-acre of waters of the United States. Any stream channel modification, including bank stabilization, is limited to the minimum necessary to construct or protect the linear transportation project; such modifications must be in the immediate vicinity of the project. · This NWP also authorizes temporary structures, fills, and work necessary to construct the linear transportation project. Appropriate measures must be taken to mainta in normal downstream flows and minimize flooding to the maximum extent practicable, when temporary structures, work, and discharges, includi ng cofferdams, are necessary for construction activities, access fills , or dewatering of construction sites . Temporary fills must consist of materials, and be placed in a manne r, that will not be eroded by expected high flows . Temporary fills must be removed in their entirety and the affected areas returned to pre -construction elevations. The areas affected by temporary fills must be revegetated , as appropriate. . This NWP cannot be used to authorize non-linear features commonly associated with transportation projects, such as vehicle maintenance or storage buildings, parklng lots , train stations , or aircraft hangars . Notification: The permittee must submit a pre-construction notification to the district engineer prior to commencing the activity if: (1) the loss of waters of the United States exceeds 1/10 acre; or (2) there is a discharge in a special aquatic site , including wetlands. (See general condition 27.) (Sections 10 and 404) Note: Some discharges for the cons truction of farm roads or forest roads , or temporary roads for moving mining equipment, may qualify for an exemption under Section 404(f) of the Clean Water Act (see 33 CFR 323.4). NATIONWIDE PERMIT GENERAL CONDITIONS General Conditions : The following general conditions must be followed in order for any authorizalion by a NWP to be valid : 1. Navigation. (a) No activity may cause more than a minimal adverse effect on navigati on. (b) Any safety lights and signals prescribed by the U.S . Coast Guard, through regulations or otherwise, must be installed and ma in tained at the permittee's expense on authorized facilities in nav igable waters of the United States . (c) The perm itt ee understands and agrees that, if future operations by the United States require the removal, relocation, or other alteration , of. the structure or work here in authorized, or if, in the opinion of the Secretary of the Army or his authorized representative , said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the permittee will be required, upor:i due notice from the Corps of Engineers, to remove, relocate , or alter the structural work or obstructions caused thereby , without expense to the United States . No claim shall be made against the United States on account of any such remova l or alteration . 2. Aquatic Life Movements. No activ ity may substanlially disrupt the necessary life cycle movements of those species of aquatic life indigenous to the waterbody , including those species that norma lly migrate through the area, unless the activity's primary purpose is to impound water . Culverts placed in streams must be installed to maintain low flow conditions. · 3. Spawning Areas . Activities in spawning areas du ring spawning seasons must be avoided to the maximum extent practicable . Activities that result i n the physical destruction (e .g., through excavation , fill, or downstream smothering by substantial turbid ity) of an important spawning area are not autho riz ed . 4 . Migratory Bird Breeding Areas . Activities in waters of the United States that serve as breeding areas for migratory birds must be avoided to the maximum extent practicable. 5. Shellfish Beds . No activity may occur in areas of concentrated shellfish populations, unless the activity is directly related to a shellfish harvest in g activity authorized by NWPs 4 and 48. 1 6. Suitable Material . No activity may use unsuitable ma terial (e .g., trash, debris , car bod ies , asphalt, etc.). Materia l used for construc ti on or discha rged must be free from to xi c pollutants in toxic amounts (see Sec ti on 307 of the Clean Wa ter Act}. 7. Water Supply Intakes. No activity may occur in the proximity of a public water supply intake , except where the activity Is for the rep ai r or improvement of public water supply intake structures or adjacent bank stabilization . 8. Adverse Effects From Impoundments. If the activity crea tes an im poundment of water, adverse effects to the aquatic system due to accelerating the passage of wate r, and/or rest ri cting its flow must be minim ized to the maxim um extent pract icable . 9. Management of Water Flows . To the maximum exte nt practicable , the pre -construction course , condition , capacity , and loca ti on of open wate rs must be maintained for each activity, includ ing stream channelization and storm water management activ ities, except as provided below. The activity must be constructed to w ithstand expected high flows . The activity must not restrict or impede the passage of normal or high flows , unless the primary purpose of the activity is to Impound water or manage high flows . The activity may alter the pre - construction course, condition , capacity , and location of open waters if It benefits the aquatic environment (e.g., stream restoration or relocation act ivities). 10. Fills Within 100-Year Floodplains . The activity mus t comp ly with applicable FEMA-app roved state or loca l flood plain manage ment requirements . 11 . Equipment. Heavy equipment working in wetlands or mudflats mu st be placed on mats, or other measures must be taken to minimize soil disturbance. 12 . Soil Erosion and Sediment Controls. Appropnate soil erosion and sedime nt controls must be used and maintained in effecti ve operating condition during const ru ction , and all exposed so il and othe r fills, as we ll as any work be low the ordi nary high water mark or high tide li ne , must be permanently stabi lized at the earliest practicable date. 'Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 13 . Removal of Temporary Fiiis . Temporary fills must be removed Jn their ent irety and the affected areas returned to pre -co nstruction elevations . The affected areas must be revegeta ted, as approp ri ate. 14. Proper Maintenance . Any authorized structure or fil l shall be properly maintained, includ ing maintenance to ensure pub lic safety . 15 . Wild and Scenic Rivers . No activity may occur in a componen t of the Nationa l Wild and Scenic River System , or In a river officially des ignated by Congress as a "study river " for possible inclusion in the system while the river is in an official study status, unless the appropriate Federal agency with direct management responsibility for such river, has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation or study status. Information on Wild and Scenic Rivers may be obtai ned from the appropr iate Federa l land management agency in the area (e .g., National Park Service, U.S. Forest Serv ice, Bureau of Land Management, U.S. Fish and Wildlife Service). 16. Tribal Rights. No activity or its operation may impair reserved tr ibal rights , including, but not limited to, reserve d water rights and treaty fi shing and hunting rights . 17. Endangered Species . (a) No activity is authorized under any. NWP which is li kely to jeopardize the continued existence of a threa tened authorized under any NWP wh ic h "may affect" a listed or endangered species or a. species proposed for such designation , as identified under the Federa l Endangered Species Act (ESA), or which will destroy or adversely modify the critical habitat of such species . No activity is species or critical habita t, unless Section 7 consultation addressing the effects of the proposed activity has been completed . . (b) Federal agen cies shou ld follow their own procedures for complying with the requirements of the ESA. Federal pe rmittees must provide the district engineer with the appropriate documentation to demonstrate compllance with those requirements . · (c) Non -federal pe rmittees shall not ify the district eng ineer if·any listed species or designated crit ica l habitat might be affected or is in the vicinity of the project , or if the project is located in designated cr itical habitat , and shall not begi n work on th e activity until notified by the district engineer that the requirements of the ESA have been 2 satisfied and that the activity is authorized. For activities that might affect Federally -listed endangered or threatened species or designated critical habitat, th e pre-construction notification must include the name(s) of the endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work . The district engineer will determine whether the proposed activity "may affect" or will have "no effect" to liste d species and designated critical habitat and will notify the non-Federal applicant of the Corps' determination within 45 days of rece ipt of a complete pre-construction notification . In cases where the non-Federal applicant has identified listed species or critical habitat that might be affected or is in the vicinity of the project, and has so notified the Corps, the applicant shall not begin work until the Corps has provided notification the proposed activities will have '"no effect " on listed species or critical habitat, or until Section 7 consultation has been completed. (d) As a result of formal or informal consultation with the FWS or NMFS the district engineer may add species- specific regional endangered spec ies conditions to the NWPs. (e) Authorization of an activity by a NWP does not authorize the "take" of a threatened or endangered species as defined under the ESA. In the abse nce of separate authorization (e.g ., an ESA Section 10 Perm it, a Biological Opinion with "inc!dental take" provisions, etc.) from the U.S. FWS or the NMFS, both lethal and non-lethal "takes" of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their critical hab itat can be obta ined directly from the offices of the U.S. FWS and NMFS or their worldwide Web pages at http ://www .fws .gov/ and http ://www .noaa .gov/fisheries .html respectively . 18. Historic Properties. (a) In cases where the district engineer determines that the activity may affect properties listed, or eligible.for listing, in the National Register of Historic Places, the activity is not authorized , until the requirements of Section 106 of the National Historic Preservation Act (NHPA) have been satisfied. (b) Federal permittees should follow their own procedures for complying with the requirements of Section 106 of the National Histo ric Preservation Act. Federal permittees must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements . (c) Non-federal permittees must subm it a pre-construction notification to the district engineer if the authorized activity may have the potential to cause effects to any historic properties listed, determined to be eligible for listing on, or potentially eligible for listing on the National Register of Historic Places, including previously unidentified properties . For such activities, the pre -construction notification must state which historic propert ies may be affected by the proposed wo rk or include a vicinity map indicating the location of the histo ric properties or the potential for the presence of historic propert ies. Assistance regarding information on the location of or potential for the presence of historic resources can be sought from the State Historic Preservation Officer or Tribal Historic Preservation Officer, as appropriate, and the National Register of Historic Places (see 33 CFR 330.4(g)). The district engineer shall make a reasonable and good faith effort to carry out appropriate identification efforts , which may include background research, consultation, oral history interviews, sample field investigation, and field survey. Based on the information submitted and these efforts , the district engineer shall determine whether the proposed activity has the potential to cause an effect on the historic properties. Where the non-Federal applicant has identified historic properties which the activity may have the potential to cause effects and so notified the Corps, the non -Federal applicant shall not begin the activity until notified by the district engineer either that the activity has no potential to cause effects or that consultation under Section 106 of the NHPA has been completed. (d) The district engineer will notify th e prospective permittee within 45 days of receipt of a complete pre- construction notification whether NHPA Section 106 consultation is required . Section 106 consult(!!ion is not required when the Corps determines that the activity does not have the potential to cause effects on historic properties (see 36 CFR 800.3(a)). If NHPA section 106 consultation is required and will occur, the district engineer will notify the non-Federal applicant that he or she cannot begin work until Section 106 consultation is completed . (e) Prospective permittees should be aware that section 110k of the NHPA (16 U.S.C. 470h -2(k)) prevents the Corps from granting a permit or other assistance to an applicant who, with intent to avoid the requirements of Section 106 of the NHPA, has intentionally significantly adversely affected a historic property to which the permit would relate, or having legal power to prevent it, allowed such significant adverse effect to occur, unless the Corps, after consultat ion with the Advisory Co uncil on Historic Preservation (ACHP), determines that circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant. If circumstances justify granting the assistance, the Corps Is required to notify the ACHP and provide documentation specifying the circumstances , explaining the degree of damage to the integrity of any historic properties affected , and proposed mitigation. This documentation must include any views obtained from the applicant, SHPOffHPO , appropriate Indian tribes if the undertaking occurs on or affects historic properties on tribal lands or affects properties of Interest to those tribes , and other parties known to have a legitimate interest in the impacts to the permitted activity on historic properties . 3 19. Designated Critical Resource Waters . Critical resource waters include, NOAA-designated marine sanctuaries , National Estuarine Research Reserves, state natural heritage sites, and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified by the district engineer after notice and opportunity for public comment. The district engineer may also designate additional critical resource waters after notice and opportunity for comment. (a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7, 12, 14, 16, 17 , 21, 29, 31, 35 , 39, 40, 42, 43, 44, 49, and 50 for any activity within, or directly affecting, critical resource waters, including wetlands adjacent to such waters. (b) For NWPs 3, 8, 10, 13, 15, 18, 19, 22, 23, 25, 27, 28, 30 , 33 , 34 , 36, 37, and 38, notification is required in accordance with general condition 27, for any activity proposed in the designated critical resource waters including wetlands adjacent to those waters . The district engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 20. Mitigation . The district engineer will consider the following factors when determining appropriate and practicable mitigation necessary to ensure that adverse effects on the aquatic environment are minimal : {a) The activity must be designed and constructed to avoid and minimize adverse effects, both temporary and permanent , to wate rs of the United States to the maximum extent practicable at the project site (i.e., on site). (b) Mitigation in all its forms (avoiding , minimizing, rectifying, reducing, or compensating) will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are min imal. {c) Compensatory mitigation at a minimum one-for-one ratio will be requ ired for all wetland losses that exceed 1/10 acre and require pre-construction notification , unless the district engineer determ ines in writing that some other form of mitigat ion would be more environmentally appropriate and provides a project-specific waiver of this requirement. For wetland losses of 1/10 acre or less that require pre -construction notification , the district engineer may determine on a case-by-case basis that compensatory mitigation is required to ensure that the activity results in minimal adverse effects on the aquatic environment. Since the likelihood of success is greater and the impacts to potentially valuable uplands are reduced, wetland restoration should be the first compensatory mitigation option considered. (d) For losses of streams or other open waters that require pre-construction notification , the district engineer may require compensatory mitigation, such as stream restoration, to ensure that the activity results in minimal adverse effects on the aquatic environment. (e) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage limits of the NWPs . For example, if an NWP has an acreage lim it of 1/2 acre, it cannot be used to authorize any project resulting in the loss of greater than 1/2 acre of waters of the United States, even if compensatory mitigation is provided that replaces or restores some of the lost waters. However , compensatory mitigation can and should be used , as necessary, to ensure that a project already meeting the established acreage limits also satisfies the minimal impact requirement associated with the NWPs. (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment , maintenance, and legal protection (e.g., conservation easements) of riparian areas next to open waters . In some cases, riparian areas may be the only compensatory mitigation required. Riparian arei;is should consist of native species. The width of the required riparian area will address tjocumented water quality or aquatic habitat loss concerns. Normally , the riparian area will be 25 to 50 feet wide on each side of the stream, but the district engineer may require slightly wider riparian areas to address documented water quality or habitat loss concerns . 'Mlere both wetlands and open waters exist on the project site, the district engineer will determ ine the appropriate compensatory mitigation (e.g ., riparian areas and/or wetlands compensation) based on what is best for the aquatic environment on a watershed basis . In cases where riparian areas are determined to be the most appropriate form of compensatory mitigation, the district engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetland losses. (g) Permittees may propose the use of mitigation banks, in-lieu fee arrangements or separate activity-spec ific compensatory mitigation. In all cases, the mitigation prov isions will specify the party responsible for accomplishing and/or complying with the mitigation plan . · (h)Where certain functions and services of waters of the United States are permanently adversely affected, such as the conversion of a forested or scrub-shrub wetland to a herbaceous wetland in a permanently maintained utility line right-of-way, mitigation may be required to reduce the adverse effects of the project to the minimal level. 21. Water Quality. Where States and authorized Tr ibes, or EPA where applicable, have not previously certified compliance of an NWP with CWA Section 401, individual 401 Water Quality Certificat ion must be obtained or waived (see 33 CFR 330.4(c)). The district engineer or State or Tribe may requ ire additional water quality 4 management measures to ensure tha t the authorized act ivity does not result in more than minimal degradation of water quality . 22 . Coastal Zone Management. In coastal states where an NWP has not previously received a state coastal zone management consistency concurrence , an individual state coastal zone management consistency concurrence must be obtained , or a presumption of concurrence must occur (see 33 CFR 330.4(d)). The district engineer or a State may require additional measures to ensure that the authorized activity is consistent with state coastal zone management requirements . 23. Regional and Case-By-Case Conditions . The activity must comply with any regional condit ions that may have been added by !he Division Enginee r (see 33 CFR 330.4(e)) and with any case specific cond itions added by the Corps or by the state , Indian Tribe, or U.S. EPA in its section 401 Water Qua lity Certification , or by the state in its Coastal Zone Management Ac! cons istency determination. 24 . Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited , except when the acreage loss of waters of the United States author ized by the NWPs does not exceed the acreage lim it of the NWP with the highest specified acreage lim it. For examp le, if a road cross ing , over tidal waters is constructed under NWP 14 , with associated bank stabilization authorized by NWP 13 , the maximum acreage loss of waters of the United Sta tes for the total project cannot exceed 1 /3 -acre . 25 . Transfer of Nationwide Permit Verifications . If the permittee sells the property associated with the nationwide perm it verification, the permiltee may transfer the nationwide perm it verification to the new owner by submitting a letter to the appropriate Corps district office to validate the transfer. A copy of the nationwide permit verification must be attached to the letter, and the letter must contain the following statement and signature: "When the st ru ctures or work autho riz ed by this nationwide permit are still in existence at the ti me the property is transferred, the terms and conditions of this nationwide perm it, including any special conditions , will continue to be binding on the new owner(s) of the property. To va lidate the transfer of this na ti onwide perm it , and the associated liabilities associated with compliance wi th its terms and cond itions, have the tra nsferee sign and date below." (Transferee) (Date) 26. Compliance Certification . Each permitlee who received the NWP verification from t~e Corps must submit a signed cert ificatio n regarding the completed work and any required mitigation . The certification form must be forwarded by the Co rps with the NWP verification letter and will include: (a) A statement that the authorize d work was done in accordance with the NWP authorization, including any general or specific conditions ; (b) A statement that any requi red mitlgation was completed in accordance with the permit cond iti ons ; and (c) The signatu re of the permittee certify ing the completion of the work and mitigation. 27 . Pre-Construction Notification. (a) Timing . Where required by the terms of the NWP , the prospective perm ittee must notify the district engineer by submitting a pre-construction notification (PCN) as early as possible. The district engineer must determine if the PCN is complete within 30 cal~mdar days of the date of receipt and, as a general rule, will request additional information necessary to make the PCN complete only once. However , if the prospective perm ittee does not provide all of the requested information, then the district engineer will notify the prospective permittee that the PCN is still incomp lete and the PCN review process will not commence until all of the requested information has been received by the district engineer. The prospec ti ve permittee shall not begin the activity until either : (1) He or she is notified in wr iti ng by the dist rict engineer that the activity may proceed under the NWP with any special conditions imposed by the district or division engineer ; or (2) Forty~five calendar days have passed from the district engineer's rece ipt of the complete PCN and the prospective permittee has not rece ive d written notice from the district or divis ion engineer. However, if the permittee was required to notify the Corps pursuant to genera l condition 17 that listed spec ies or critical hab itat might affected or in the vicinity of the project, or to notify the Corps pursuant to general condit ion 18 that the activity may have the potential to caus e effects to historic properties , the permittee cannot begin the activity until rece iving written notification from the Corps that is "no effect " on listed species or "no potential to cause effects" on histor ic 5 properties, or that any consultation required under Sect ion 7 of the Endangered Species Act (see 33 CFR 330.4(1)) and/or Section 106 of the Nationa l Historic Preservation (see 33 CFR 330.4{g}) is completed . Also, work cannot begin under NWPs 21 , 49, or 50 until the permittee has received written approval from the Corps . If the proposed activity reqoires a wr itten waiver to exceed specified limits of an NWP, the permittee cannot begin the activity until the district engineer issues the waiver. If the district or division engineer notifies the permittee in writing that an individual permit is required within 45 calendar days of receipt of a complete PCN, the permittee cannot begin the activity until an indiv idual permit has been obtained . Subsequently, the permittee's right to proceed under the NWP may be modified, suspended, or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2}. (b} Contents of Pre-Construction Notification : The PCN must be in writing and include the following Information : (1) Name, address and . telephone numbers of the prospective permittee ; (2) Location of the proposed project ; (3) A description of the proposed project; the project's purpose; direct and indirect adverse environmental effects the project would cause; any other NWP(s), regional general permit(s), or individual permit(s) used or Intended to be used to authorize any part of the proposed project or any related activity. The description should be sufficiently detailed to allow the district engineer to determine that the adverse effects of the project will be minimal and to determine the need for compensatory mitigation . Sketches should be prov ided when necessary to show that the activity complies with the terms of the NWP . (Sketches usually clarify the project and when provided result in a quicker decision.); (4) The PCN must include a delineation of special aquatic sites and other waters of the United States on the project site. Wetland delineations must be prepared in accordance with the current method required by the Corps . The permittee may ask the Corps to delineate the special aquatic sites and other wate rs of the Un ited States, but there may be a delay if the Corps does the de li neation, especially if the project site is large or contains many waters of the Un ited States. Furthermore, the 45 day period will not start until the del ineation has been submitted to or completed by the Corps, where appropriate ; (5) If the proposed actlvity will result in the loss of greater than 1/10 acre of wetlands and a PCN is required , the prospect ive permittee must submit a statement describing how the mitigation requirement will be satisfied . As an alternative, the prospective permittee may submit a conceptual or detailed mitigation plan . (6) If any listed species or designated critical habitat might be affected or is In the vicin ity of the project, or if the project is located in designated critical habitat, for non-Federal applicants the PCN must include the name(s) of those endangered or threatened species that might be affected by the proposed work or utilize the des ignated critical hab itat that may be affected by the proposed work. Federal applicants must provide documentation demonstrating compliance with the Endangered Species Act; and (7) For an activity that may affect a historic property listed on , determ ined to be eligible for listing on , or potentially eligible for listing on, the National Register of Historic Places , for non-Federal applicants the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property . Federal applicants must provide documentation demonstrating compliance with Section 106 of the National Histor ic Preservation Act. (c) Form of Pre -Construction Notificat ion : The standard individual permit application form (Form ENG 4345) may be used , but the completed application form must clearly indicate that it is a PCN and must include all of the informat ion required in paragraphs (b)(1) through (7) of this general condition. A letter containing the required information may also be used . (d) Agency Coord ination : (1) The district engineer will consider any comments from Federal and state agencies concerning the proposed activity's compliance with the terms and cond itions of theNWPs and the need for mitigat ion to reduce the project's adverse environmental effects to a minimal level. (2) For all NWP 48 activities requiring pre-construction notification and for other NWP activities requiring pre-construction notification to the district eng ineer that result in the loss of greater than 1/2-acre of waters of the United States, the district engineer will immediately provide (e.g., via facsimile transmission, overnight mail, o_r other expeditio us manner) a copy of the PCN to the appropriate Federal or state offices (U.S. FWS, state natural resource or water quality agency, EPA, State Historic Preservation Officer (SHPO) or Tribal Historic Preservation Office (THPO), and , if appropriate, the NMFS). With the exception of NWP 37, these agencies will then have 10 calendar days from the date the material is transmitted to telephone or fax the district engineer notice that they Intend to provide substantive, site -specific comments. If so contacted by ·an agency, the district engineer will wait an add itiona l 15 calendar days before making a decision on the pre-construction notification. The district engineer will fully consider agency comments received within the specified time frame, but will provide no response to the resource agency, except as provided below. The district engineer will indicate in the administrative record associated with each pre-construction notification that the resource agencies' concerns were considered. FQr NWP 37, the emergency watershed protect ion and rehabilitation activity may proceed immediately in cases where -there is an unacceptable hazard to life or a significant loss of property or economic hardship will occ ur. The district 6 • i I I I engineer will consider any comments received to decide whether the NWP 37 authorization should be modified, suspended, or revoked in accordance with the procedures at 33 CFR 330.5. (3) In cases of where the prospective permittee is not a Federal agency, the district engineer will provide a response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation recommendations, as required by Section 305(b)(4)(8) of the Magnuson-Stevens Fishery Conservation and Management Act. (4) Applicants are encourage<;l to provide the Corps multiple copies of pre-construction notifications to expedite agency coordination. (5) For NWP 48 activities that require reporting, the district engineer will provide a copy of each report within 10 calendar days of receipt to the appropriate regional office of the NMFS . (e) District Engineer's Decision : In reviewing the PCN for the proposed activity, the district engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. If the proposed activity requires a PCN and will result in a loss of greater than 1 /10 acre of wetlands, the prospective permittee should submit a mitigation proposal with the PCN. Applicants may also propose compensatory mitigation for projects with smaller impacts. The district engineer will consider any proposed compensatory mitigation the applicant has included in the proposal in determining wh.ether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. The compensatory mitigation proposal may be either conceptual or detailed. If the district engineer determines that the activity complies with the terms and conditions of the NWP and that the adverse effects on the aquatic environment are minimal, after considering mitigation, the district engineer will notify the permittee and include any conditions the district engineer deems necessary. The district engineer must approve any compensatory mitigation proposal before the permittee commences work . If the prospective permittee elects to submit a compensatory mitigation plan with the PCN, the district engineer will expeditiously review the proposed compensatory mitigation plan. The dis trict engineer must review the plan within 45 calendar days of receiving a complete PCN and determine whether the proposed mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquat ic environment {after consideration of the compensatory mitigation proposal} are determined by the district engineer to be minimal, the district engineer will provide a timely written response to the applicant. The response will state that the project can proceed under the terms and conditions of the NWP. If the district engineer determines that the adverse effects of the proposed work are more than minimal, then the district engineer will notify the applicant either: (1) That the project does not qualify for authorization under the NWP and Instruct the applicant on the procedures to seek authorization under an individual permit: (2) that the project Is authorized under the NWP subject to the applicant's submission of a mitigation plan that would reduce the adverse effects on the aquatic environment to the minimal level: or (3) that the project is authorized under the NWP with specific modifications or conditions. Where the district engineer determines that mitigation is required to ensure no more than minimal adverse effects occur to the aquatic environment, the activity will be authorized within the 45-day PCN period. The authorization will include the necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation plan that would reduce the adverse effects on the aquatic environment to the minimal level. When mitigation is required, no work in waters of the Un ited States may occur until the district engineer has approved a specific mitigation plan . 28. Single and Complete Project. The activity must be a single and complete project. The same NWP cannot be used more than once for the same single and complete project. Further Information 1. District Engineers have authority to determine If an activity complies with the terms and conditions of an NWP . 2. NWPs do not obviate the need to obtain other federal, state, or local permits, approvals, or authorizations required by law. 3. NWPs do not grant any property rights or exclusive privileges . 4. NWPs do not authorize any injury to the property or rights of others. 5. NWPs do not authorize interference with any existing or proposed Federal project. Definitions Best management practices (BMPs): Policies, practices, procedures, or structures Implemented to mitigate the adverse environmental effects on surface water quality resulting from development. BMPs are categorized as structural or non -structural. 7 Compensatory mitigation: The restoration, establishment (creation), enhancement, or preservation of aquatic resources for the purpose of compensating for unavoidable adverse impacts which remain after all appropriate and practicable avoidance and minimization has been achieved. Currently serviceable: Useable as is or with some maintenance, but not so degraded as to essentially require reconstruction. Discharge: The term "discharge" means any discharge of dredged or fill material. Enhancement: The manipulation of the physical , chemical , or biological characteristics of an aquatic resource to heighten , intensify, or improve a specific aquatic resource function(s). Enhancement results in the gain of selected aquatic resource function(s), but may also lead to a decline in other aquatic resource funclion(s). Enhancement does not result in a gain in aquatic resource area . · Ephemeral stream : An ephemeral stream has flowing water only during, and for a short duration after , precipitation events in a typical year. Ephemeral stream beds are located above the water table year-round . Groundwater is not a source of water for the stream . Runoff from rainfall is the primary source of water for stream flow. Establishment (creation): The manipulation of the physical, chemical , or biolog ical characteristics present to develop an aquatic resource that did not previously exist at an upland site. Establishment results in a gain in aquatic resource area . Historic Property: Any prehistoric or historic district, site (including archaeological site), build ing , structure, or other object Included in, or eligible for inclusion in , the National Register of Historic Places maintained by the Secretary of the Interior. This term includes artifacts, records, and remains that are related to and located within such properties . The term includes properties of traditional religious and cultural importance to an Indian tribe or Native Hawaiian organ ization and that meet the National Register criteria (36 CFR Part 60). Independent utilfty : A test to determine what constitutes a single and complete project in the Corps regulatory program . A project is considered to have Independent ut ility if it would be constructed absent the construction of other projects in the project area . Portions of a multi-phase project that depend upon other phases of the project do not have independent utility . Phases of a project that would be constructed even if the other phases were not built can be considered as separate single and complete projects with independent ut il ity. Intermittent stream: An interm ittent stream has flowing water during certain times of the year , when groundwater provides water for stream flow. During dry periods, intermittent streams may not have flowing water. Runoff from rainfall is a supplemental source of water for stream flow. Loss of waters of the United States : Waters of the United States that are permanently adversely affected by filling , flood ing, excavation , or drainage because of the regulated activity. Permanent adverse effects include permanent discharges of dredged or fill material that change an aquatic area to dry land, increase the bottom elevation of a waterbody, or change the use of a waterbody. The acreage of loss of waters of the United States is a threshold measurement of the impact to jurisdictional waters for determining whether a project may qualify for an NWP ; it is not a net threshold that is calculated after considering compensatory mitigation that may be used to offset losses of aquatic functions and services . The loss of stream bed includes the linear feet of stream bed that is filled or excavated. Waters of the Un ited States temporarily filled , flooded, excavated, or drained, but restored to pre -construction contours and elevations after construction, are not included in the measurement of loss of waters of the Un it ed States. Impacts resulting from activities eligible for exemptions under Section 404(f) of the Clean Water Act are not cons idered when calculating the loss of waters of the United States . Non-tidal wetland : A non-tidal wetland is a wetland that is not subject to the ebb and flow of tidal waters . The definition of a wetland can be found at 33 CFR 328 .3(b). Non-tidal wetlands contiguous to tidal waters are located landward of the high tide line (i.e ., spring high tide line). Open water: For purposes of the NWPs, an open-water is any area that in a yea r with normal patterns of precipitation has water flowing or standing above ground to the extent that an ordinary high water mark can be determined . Aquatic vegetation within the area of stand ing or flowing water is either non-emergent, sparse, or absent. Vegetated shallows are considered to be open waters . Examples of "open waters" include rivers, streams, lakes, and ponds. Ordinary High Water Mark : An ordinary high water mark is a line on the shore established by the fluctuations of water and indicated by physical characteristics, or by other appropriate means that consider the characteristics of the surrounding areas (see 33 CFR 328.3(e)). Perennial stream : A perennial stream has flowing waler year-round during a typical year. The water table is located above the stream bed for most of the year. Groundwater is the primary source of water for stream flow. Runoff from rainfall is a supplemental source of water for stream flow. Practicable: Available and capable of being done after taking into consideration cost, existing technology, and logistics in light of overall project purposes. Pre-construction notification: A request submitted by the project proponent to the Corps for confirmation that a particular activity is authorized by nationwide permit. The request may be a permit application, letter, or similar document that Includes information about the proposed work and its anticipated environmental effects . Pre- 8 construction notification may be required by the terms and conditions of a nationwide permit, or by regional conditions. A pre-construction notification may be voluntarily submitted in cases where pre-construction notification Is not required and the project proponent wants confirmation that the activity is authorized by nationwide permit. Preservation: The removal of a threat to, or preventing the decline of, aquatic resources by an action in or near those aquatic resources. This term includes activities commonly associated with the protection and maintenance of aquatic resources through the Implementation of appropriate legal and physical mechanisms . Preservation does not result in a gain of aquatic resource area or functions. Re-establishment: The manipulation of the physical, chemical, or blologlcal characteristics of a site with the goal of returning natural/historic functions to a former aquatic resource. Re-establishment results in rebuilding a former aquatic resource and results in a gain in aquatic resource area. Rehabilitation : The manipulation of the physical, chemica l, or biological characteristics of a site with the goal of repairing natural/historic functions to a degraded aquatic resource. Rehabilitation results In a gain in aquatic resource function, but does not result in a gain in aquatic resource area. Restoration: The man ipulation of the physical, chemical, or biological characterist ics of a site with the goal of returning natural/historic functions to a former or degraded aquatic resource . For the purpose of tracking net gains in aquatic resource area, restoration is divided into two categories : Re-establishment and rehabilitation. Riffle and pool complex: Riffle and pool complexes are special aquatic sites under the 404(b)(1) Guidelines. Riffle and pool complexes sometimes characterize steep gradient sections of streams . Such stream sections are recognizable by their hydraulic characteristics. The rapid movement of water over a course substrate in riffles results in a rough flow, a turbulent surface, and high dissolved oxygen levels in the water. Pools are deeper areas associated with riffles . A slower stream velocity, a streaming flow, a smooth surface, and a finer substrate characterize pools . Riparian areas : Riparian areas are lands adjacent to streams , lakes, and estuar ine-marine shorelines. Riparian areas are transitional between terrestrial and aquatic ecosystems, through which surface and subsurface hydrology connects waterbodies with their adjacent uplands. Riparian areas provide a variety of ecological functions and services and help improve or maintain local water quality. (See general condition 20.} Shellfish seeding: The placement of shellfish seed and/or suitable substrate to increase shellfish production . Shellfish seed consists of immature individual shellfish or individual shellfish attached to shells or shell fragments (i.e., spat on shell). Suitable substrate may consist of shellfish shells, shell fragments, or other appropriate materials placed into waters for shellfish habitat. Single and complete project: The term "single and complete project" is defined at 33 CFR 330.2(i) as the total project proposed or accomplished by one owner/developer or partnership or other association of owners/developers . A single and complete project must have independent utility (see definition). For linear projects, a "single and complete project" is all crossings of a single water of the United States (i.e., a single waterbody) at a specific location. For linear projects crossing a single waterbody several times at separate and distant locations, each crossing is considered a single and complete project. However, individual channels in a braided stream or river, or individual arms of a large, irregularly shaped wetland or lake, etc., are not separate waterbodies, and crossings of such features cannot be considered separately. Stormwater management: Stormwater management is the mechanism for controlling stormwater runoff for the purposes of reducing downstream erosion, water quality degradation, and flooding and mitigating the adverse effects of changes in land use on the aquatic environment. Stormwater management facilities: Stormwater management facilities are those facilities, including but not limited to, stormwater retention and detention ponds and best management practices, which retain water for a period of time to control runoff and/or improve the quality (i .e., by reducing the concentration of nutrients, sediments, hazardous substances and other pollutants) of stormwater runoff. Stream bed: The substrate of the stream channel between the ordinary high water marks . The substrate may be bedr.ock or inorganic particles that range in size from clay to boulders . Wetlands contiguous to the stream bed, but outside of the ordinary high water marks, are not considered part of the stream bed . Stream channelization : The man ipu lation of a stream's course, condition, capacity, or location that causes more than minimal interruption of normal stream processes . A channelized stream remains a water of the United States. Structure: An object that is arranged in a definite pattern of organization. Examples of structures include, without limitation, any pier, boat dock, boat ramp, wharf, dolphin, weir, boom, breakwater , bulkhead, revetment, riprap, jetty, artificial island , artificial reef , permanent mooring structure, power transm ission line, permanently moored floating vessel, piling, aid to navigation, or any other manmade obstacle or obstruction. Tldal wetland: A tidal wetland is a wetland (i.e., water of the United States) that is inundated by tidal waters. The definitions of a wetland and tidal waters can be found at 33 CFR 328.3(b) and 33 CFR 328 .3(f), respectively. Tidal waters rise and fall in a predictable and measurable rhythm or cycle due to the gravitational pulls of the moon and sun. Tidal waters end where the rise and fall of the water surface can no longer be practically measured in a 9 predictable rhythm due to masking by other waters, wind, or other effects. Tidal wetlands are located channelward of the high tide line, wh ich is defined at 33 CFR 328 .3(d). Vegetated shallows: Vegetated shallows ' are special aquatic sites under the 404(b)(1) Guidelines. They are areas that are permanently inundated and under normal circumstances have rooted aquatic vegetation , such as seagrasses in marine and estuarine systems and a variety of vascular rooted plants in freshwater system.s. Waterbody: For purposes of the NWPs, a waterbody is a jurisdictional water of the United States that, during a year with normal patterns of precipitation, has water flowing or standing above ground to the extent that an ordinary high water mark (OHWM) or other indicators of jurisdiction can be determined, as well as any wetland area (see 33 CFR 328 .3(b)). If a jurisdictional wetland is adjacent--meaning bordering, contiguous, or neighboring --to a jurisdictional waterbody displaying an OHWM or other indicators of jurisd iction, that waterbody and its adjacent wetlands are considered together as a single aquatic unit {see 33 CFR 328.4(c)(2)). Examples of "waterbodies" include streams, rivers, lakes, ponds, and wetlands . ADDITIONAL INFORMATION This nationwide permit is effective March 19, 2007, and expires on March 18, 2012 . Informat ion about the U.S. Army Corps of Engineers regulatory program , including nationwide permits, may also be accessed at http://www.swf.usace .army.mil/pubdata/environ/requlatorv/index .asp or http ://www.usace .army.mil/cw/cecwofreq 10 !" I Kathleen Hartnett White, Chairman l...irry R. Soward, Commissioner H. S. Buddy Ca.rcia, Commissioner Glenn Shankle, Executive Director TEXAS COMMISSION ON ENVIRONMENTAL QUALITY Ms. Denise Sloan Protecting Texas by Reducing and PretJenhng Pollution April 26, 2007 U.S. Anny Corps ofEngineecs Galveston District CESWG-PE-RE P.9. Box 1229 Galveston, Texas 77553-1229 Re: USACE.Nationwide Permits Dear Ms. Sloan: 1bis leti·~r is in response to your April 3, 2007, letter requesting Clean Warer Act Section 401 certification of the United States Army Corps of Engineers (Corps) Nationwide Permits (NWPs). The Final Notice ofReissuance of Nationwide Permits was published in the Federal Register (Part II, Vol. 72, No. 47, pages 11092-11198) on March 12, 2007 .. Proposed regional conditions for NWPs in Texas were proposed in an October 12, 2006 public notice. ~ Texas Commission on Enviro~tal Quality (fCEQ) has reviewed the Final Notice of Reissuance of Nationwide Permits and the proposed regional conditions. On behalf of the .Executive Director and based on our evaluation of the infonnation contained in these docwnents, the TCEQ certifies that the activities authorized by NWPs 1, 2, 4, 5, 8, 9, "10, 11, 20, 23, 24, 28, 34, 35, and 48 should not result in a violation of established Texas Surface Water Quality Standards as required by Section 401 of the Federal <;::lean Water Act and pursuant to Title 30, Texas Administrative Code, Chapter 279. The TCEQ conditionally certifies that the activities authorized byNWPs 3, 6, 7, 12, 13, 14, 15, 17, 18, 19, 21, 22 , 25, 27, 29, 30, 31, 32, 33, 36, 37, 38, 39, 40, 41; 42, 43, 44, 45, 46, 47, 49, and 50 should not result in a violation of established Texas Surface Water Quality ~1andards as required by Scction-401 of the Federal Clean Water Act and pursuant to Title 30, Texas Administrative Code, Chapter 279. Conditions for each NWP are defined in Enclosure 1 and mqre deb!.il on specific conditions are discussed below~· · The TCEQ understands that\'< prohibition against the use of NWPs in coastal dune swales will be included in the 2007 Texas Regional Conditions (Regional Conditions) for certain NWPs consistent with the 2002 Texas Regional Conditions. Inclusion of a prohibition ofusing NW?s in coastal dune swales is a condition of this 401 TCEQ certification. - The proluoition of sidecasting of materials was removed from NWP 41 in the 2007 NWP renewal. In the November 28, 2006 TCEQ comment letter to the Corps regarding the Regional Conditions for NWP 41, the TCEQ requested the prohibition against the pennanent sidecasting of excavated materials into waters of the P .0. Box 13087 • Austin, Texas 78711 -3087 • 512-239-1000 • I:iternet address: www.tceq.state.tx .us L---------------------- I I I I i \ i !. I !. l Ms. Denise Sloan U.S. Anny Corps of Engineers USACE Nationwide Permits Pagel April26,2007 : ;. . U.S. be ~eluded as a regional condition.. The TCEQ rcconnnended that if the sidecastilig Prolu'bition is not included in the Regional Conditions, that a limit on the amount of waters of the U.S. that cari be impacted by the siQecasting, and a requirement for mitigation of those impacls be included as a regional condition. If the Corps chooses to not include a proht'bition against sidecasting material in the Regional Conditions, lhe TCEQ conditional certification ofNWP 41 is that the area impacted by the sidecasting should not exceed 3 acres or 1500 linear feet For purposes of calculating the threshold one acre of impact is considered equal to 500 linear feet Inclusion of a prohtbition against the pennane11t sidecasting of material that impacts more then 3 acres or 1500 linear feet under NWP 41 is a condition of this 401 TCBQ certification. In the NC?vember 28, 2006 TCEQ comment letter to the Corps regarding the Regio~ Conditions for NWP 46 (previously NWP B), thC TCEQ requested a regional condition for NWP 46 th!U conti.ins an upper limit no greater than 1,500 linear feet Inclusion of a limit no greater than 1,500 linear feet under NWP 46 is a condition of this 401 TCEQ certification. · · · The TCEQ wants to clarify the application ofNWP 16 in Texas. NWP 16 s}J.ould be liinitcd to the return water from upland contained dredged material disposal areas. It is important to enipbasix.c the intent for dredged · material disposal. The TCEQ understands dredged material to be associated with navigational dredging activities, not commercial mining activities. To avoid confusion the TCEQ requests that a regional condition be added that prohtbits the Use of NWP 16 for activities that would be regulated tmder Standard Industrial Classification {SIC).c0des ·14.42 and 1446 (industrial an~ c~ction sand and gravel mining) .. This condition is also included as part of the 401 certifica~on ofl%'P 16. . . The final NWP 16 states · that the quality of the return water is controlled by the state through the 401 certification procedures. Consistent with previous NWPs certification de<iisions the TCEQ 'is conditionally certifying NWP 16 for the return water from confined upland disposal not to exceed a 300 myfl..., Total Suspended Solids (f ~S) concentration and request the COips to include this condition in ~ Regional Conditions. The T~Q reeogniz,es the usefulness of having an instantaneoU& method to d~ compliance wi~ the 300 mg/L TSS limit However, existing literature and analysis of paired Sa.mplc;s oftuxbidity and TSS from the Texas Surface Water Quality Data indicate this relationship m~ be a site &peCific characterization of the actual sedirnenfB to be dredged. To address this approach we have included .DJ!W language in the NWP 16 , conditional certification that allows flexi1iility to use an instantaneous method in implementing the TSS limit when a site specific correlation curve for turbidity (nephelometric turbidity units (NIU)) versus TSS has been approved by TCEQ. The TCEQ remains interested ~ worldng with the Corps in the development of these curves. We encourage the Corps to accept the conditional certification ofNWP 16 as a Regional Condition and that we work together to find the best methodS to implement this limit In evaluating this condition for the Regional Conditions for NWPs the TCEQ encourages the Corps to cons ider that TSS limits are promulgated as effiuent limits under Title 40 of the Code of Federal Regulations . The TCEQ requirement to control retmn water from confined upland disposal rn;>t to exceed a 300 mgiL TSS has a1so been included in individual 404 permits . It is also important to note that the TCEQ effectively imposes Ms. Denise Sloan U.S. Army Corps ofEngin~ USACE Nationwide l'ennits Page3 April 26. 2007 ·TSS effluent limits in thousands of wastewater discharge ·pennits is.sued in Texas under Section 402 of the federal Clean Water Act The TCEQ is conditionally certifying NWP General Condition #12 Soil Erosion and Sediment Controls, and General Condition #21 Water Qualfty. The conditions address three broad categories of water quality management with &"pOCifi.c recommendations for Best Management Practices (BMPs) for each category. These BMPs are intended to enhance the water quality protection of these General Conditions. A liSt of TCEQ- recommended BMPs is included as Enclosure 2. Enclosure 3 is provided as a quick reference for all NWPs . A detailed description of the BMPs is provided in F.nclosure 4. Runoff from bridge decks has been exempted from the requirement for post-construction total suspended solids (!'SS) controls under General Condition 21. As stated in our April 31 2007 letttt to the Corps, theTCEQ would like to include these BMPs for the jirotection of waters in the state specific to each NWP as part o~the regional conditions for Texas. The TCI!Q is conditionally certifying NWl's 13, 29, 39, 40, 41, 42, 43 to require the Corps to copy TCEQ on all wrltteJl approvals of waivers for impacts to ephemeral, intermittent or perennial streams. The TCEQ is ~onditioruilly certifying NWP 36 to ft!quiro the Corps to copy TCEQ on all written waivers for discharges greater than the 50 cubic yard limit or boat ramps greater than 20 feet in width. The TCEQ is also conditionally certifying General Condition 20 Mitigation to require the Corps · to copy TCEQ on any written notification of a mitigation waiver. In addition. TCEQ understands that a regional condition will be adde4 that requires mitigation for streams and Special aquatic sites, such as pools/riffles, seagrass, and mudflats that will adequately compensa~ for their fimctions and values. The TCEQ is requesting this information to fulfill its responsibility to ensure water of the state is appropriately protected by tmderstanding the impact of waivers being granted in Tu~ . This certification decision is limited t~ those activities tmder the jurisdiction of the TCEQ. For ~tivities related to the production and exploration of oil and gas a Texas Railroad Commission certification is required as provided in the Texas Water Code §26.131. The TCEQ has reviewed the Notice of Reissuance of Nationwide Permits for consistency with the goals and policies of the Texas Coastal Management Program (CM!') in accordance with the regulations of the Coastal C~rdination Council, 31 TAC §505 .30, and has detennined that the action is consistent with the applicabJe CMP goals and policies. This certification was reviewed for ~onsistency with the CMP's development in critical areas policy {31 TAC §501 .14(h)} and dredging and dredged material di5posal and placement policy {31 TAC §50l.14G)}. This certification complies with the CMP goals {31 TAC §501.12(1,2,3,5)} applic~ble to these policies. The TCEQ reserves the right to modify this certification if additional information identifies specific areas where significant impacts, including cumulative or secondary impacts, are occuning, and the use of these NWPs would be inappropriate . I ! . Ms. Denise Sloan U.S. Army Corps ofEngineers USACE NationwidC Permits Page4 April 26 I 2007 ' . No review of propMy' rights, location of pi:opttty lines, nor the distinction between public and private ownership bas been made; and this certification may not be used in any way with regard to questions of ownership. · If you require :further assistance, please conmct Ms . Lori Hamilton, Water Quality Assessment Section, Warer Quality Diyi.sion (MC-lSO), at (512) 239-0683. . . Sincerely, LiZt.~B .. ~ Water Quality Division . Texas Commission on Environmental Quality LWS/LH/jp Enclosures. ccs: U.S . .Amiy .Corps of ~gineers Southwestern Division · ATI'N: Ms. Vicki Dixon 1100 Commerce Street . Dallas, Texas 75242-0216 U.S. Army Cor:ps of Engineers Regulatory Branch CESWF-OD-R, ATI'N: Mr. Wayne Lea P.O. Box 17300 Fort.Worth, Texas 76102-0300 U.S. Army Corps of Engineers ATIN: Regulatory Section 1645South101 East Avenue Tulsai Oklahoma 741284609 U.S. Army Corps of Engineers Albuquerque District 4101 Jefferson Plaza, NE Albuquerque, New Mexico 87109 j .1 I I t gmsoy:ma " Conditions of Section 401 C~rtifi.cation for Nationwide Permits and General Conditions General Condition 12 (Soil Erosion and Sediment Controls) Erosion control and sediment control B:MPs described in Attachment 1 are required witli the use of this general condition. If the applicant does not choose one of the BMPs listed in Attachment 1, an individual 401 certification is required. General Condition 21 (Water Quality) Post-construction total suspended solids (TSS) BMPs described in Attachment 1 are required with the use of this general condition. If the applicant does not choose one of the BMP's listed in Attachment 1, an individual 401 certification is required. Bridge deck runoff is exempt from this requirement. General Condition 20 <Mitigation) Mitigation will be ·required for streams and special aquatic sites, such as pools/riffles, seagrass, aqd mudflats, that will adequately compensate for their functions and values unless the Corps provides a project-specific waiver of this requirement. The U.S. Anny Corps of Engineers will copy the TCEQ on all mitigation waivers sent to applicants. N\VPs13.29.39.40.41,42.43 The U.S • .A:J:rny Corps of Engineers will copy .the TCEQ on all written approvals of waivers for impacts to ephem~ral, intermittent or perennial streams. ·NWPs 7. 12. 14. 15. 17. 18. 19. 22, 25, 29, 30, 31. 32, 33, 36. 37, 39, 40. 41, 42, 43, 44, 45.46 These NWPs are not authorized for use in coastal dune swales in Texas. NWP 3 <Maintenance) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 6 (Survey Activities) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 7 (Outfall Structures and Associated Intake Structures) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 12 (Utility Line Activities) Soil Erosion and Sediment Controls under General Condition . 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 13 <Bank Stabilization) Soil Erosion and Sediment .Controls under General Condition 12 are required . NWP 14 (Linear Transportation Projects} Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 15 CU.S. Coast Guard Approved Bridges) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 16 (Return Water From Upland Contained Dimosal Areas) Activities that would be regulated under Standard Industrial Classification (SIC) co.des 1442 and 1446 (industrial and c.onstruction sand and gravel mining) are not eligible for _ this NWP. Effluent from .an upland contained disposal area shall not exceed a TSS concentration of 300 mg/L unless a site-specific TSS limit, or a site specific correlation ·curve for turbidity (nephelometric turbidity units (NTU)) versus (TSS) has been approved byTCEQ. NWP 17 (Hydropower Projects) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required, NWP 18 (Minor Discharges) Soil Erosion and Sediment Controls under. General Condition 12 are required. P9st- construction TSS controls under General Condition 21 are required. NWP 19 (Minor Dredging) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 21 (Surface Coal Mining Operations) Soil Erosion and Sediment Controls under General Condition 12 are required . Post- construction TSS controls under General Condition 21 are required. NWP 22 (Removal of Vessels) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP ~5 (Structural Discharges) Soil Erosion and Sediment Controls under General Co~di~on 12 are required. NWP 27 (Aquatic Habitat Restoration, Establishment. and Enhancement Activities)· Soil Erosion and Sediment Controls under General Condition 12 are req':lired. ~ 29 (Residential Developments) Soil Erosion and Sediment Controls under Gyneral Condition 12 are required. Post- construction TSS controls under General Condition 21 are required . NWP 30 (Moist Soil Management for Wildlife) Soil Brosfon and Sediment .Controls under Ge~eral Condition 12 are required. NWP 31 .(lvfaintenance of Existing Flood Control Facilities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS ~ontrols under General Condition 21 are required . NWP 32 {Completed Enforcement Actions) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 33 (Temporary Construction, Access and Dewatering) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 36 (Boat Ramps) The U.S. Army Corps of Engineers will copy the TCEQ on all written waivers for discharges greater than the 50 cubic yard limit or boat ramps greater than 20 feet in width. Soil Erosion and Sediment Controls under General Condition 12 are required. Post-construction TSS controls under General Condition 21 are required . NWP 37 (Emergency Watershed Protection and Rehabilitation) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 38 (Cleanup of Hazardous and Toxic Waste) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 39 (Co~ercial and Institutional Developments) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls wider General Condition 21 are required. NWP 40 (Agricultural Activities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 41 (Reshaping Existing Drainage Ditches) The area impacted by the sidecasting should not exceed 3 acres or 1500 linear feet. For purposes of calculating the tbreshol~ one acre of impact is considered equal to 500 linear feet of impact. Soil Erosion and Sediment Controls under General Condition 12 are required. Post-construction TSS controls '\lllder General Conqition 21 are required. NWP 42 <Recreational Facilities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required.· NWP 43 CStonnwater Management Facilities) Soil Erosion and Sediment Controls under General Condition 12 are required . · NWP 44 (Mining Activities) · Soil Erosion and Sediment Controls under General Condition 12 are required . Post- construction TSS controls und~r General Condition ~ 1 are required . NWP 45 (Repair of Uplands Damaged by Discrete Events) Soil Erosion and Sediment Controls under General Condition 12 are required . Post- construction TSS controls under General Condition 21 are required. NWP 46 (Discharges in Ditches} The area impacted by discharges in ditches should not exceed 1500 linear feet. Soil Erosion and Sediment Controls under General Condition 12 are required. . ' NWP 47 <Pipeline Safety Program DeSignated Time Sensitive .Inspections and Repairs) - Soil Erosion and SediIDent Controls under General Condition 12 are required. NWP 49 (Coal Remining Activities) Soil Erosion and Sediment Controls under General -Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 50 (Underground Coal Mining Activities) Soil Erosion and Sediment Controls under· General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. Texas Commission on Environmental Quality 401 Water Quality Certification Conditions for Nationwide Permits Attachment 1 Below are the 401 water quality certification conditions the Texas Commission on Environmental Quality (TCEQ) added to the March 12, 2007 issuance of Nationwide Permits (NWP), as descnped in the Federal Register (Part II, Vol. 67. No. 10, pag~ 2020-2095). · Additional information regarding these conditions, including descriptions of the best management practices (BMPs), can be obtained from the TCEQ by contacting the 401 Coordinator, MC-150, P.O. Box 13087, Austin, Texas 78711-3087 or from the appropriate U.S . .Army Corps of Engineers district office. · 4 • . • I. Erosion Control Disnubed areas must be stabilized to prevent the intro.duction of sediment to adjacent wetlands or water bodies during wet weather conditions (erosion). At least one of the following BMPs must be maintained and remain in place until the area bas been stabilizedforNWPs 3, 6, 1, 12, 13, 14, 15, 17, 18, 19, 21, 22, 25, 27r29, 30, 31, 32, 33, 36, 37, 38, 39, 40,41, 42, 43, 44, 45, 46, 47, 49, and 50. If the applicant does not choose one of tho BMPs lis ted, an individual 401 certification is required. o TemporarY. Vegetation o Blankets/Matting o Mulch o Sod o Interceptor Swale o Diversion Dike o Erosio~ Control Compost o Mulch Filter Berms and Socks o Compost Filter Berms and Socks Il. Sedimentation Control Prior to project initiation, the project area must be isolated from adjacent wetlands and water bodies by the use of BMPs to confine sediment Dredged material shall be placed in such a manner that prevents sediment runoff into water in the state, inclucling wetlands. Water bodies can be iso lated by the use of one or more of the required BMPs identified for sedimentation control. These BMP's must be maintained and remain in place until the dr edged material is stabilized. At least one of the following BMPs must be ma intained and remain in place until the area has been stabilizedforNWPs 3, 6, 7, 12, 13, 14, 15, 17, 18, 19, 21, 22, 25, 27, 29, 30, 31, 32, 33,' 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 49, and 50. If the applicant does not choose one of the BMP s listed, an individual 401 certification is required . . : . . .. . . . o Sand Bag Berm o RockBerm o Silt Fence o Hay Bale Dike .. o Trian~lar Filter Dike o Brush Berms Rev ised April 13, 2007 Pa ge I of3 igmsoy~ug 401 Water Quality Certification Conditions for Nationwide Permits h~2 . o· Stone Outlet Sediment Traps o Sediment Basins o Erosion Control Compost o Mulch Filter Benns and Socks . o Compost Filter Berins and Socks ill. Post-Construction TSS Control After construction has been completed and the site is stabiliud, total suspended solids (I'SS) loadings shall be controlled by at least one 9fthe following BMPs for NWPs 12, 14, 17, 18, 21, 29, 31, 36, 39, 40, 41, 42, 44, . 45 , 49, and 50. If the applicant does not choose one of the BMPs li~ an individual 401 certification is required. Runoff from bridge decks has been exempted from the requirement for post construction TSS controls. o Retentionllrr:igation Systems o Constructed Wetlands o Extended Detention Basin o WetBasins o Vegetative Filter Strips o Vegetation lined drainage ditches o Grasgy Swales o Sand Filter Systems o Erosion Control Compost o Mulch Filter Benns and Socks o Gompost Filter Berms and Socks o Sedimentation Chambers* * Only to be used when there is no space available for other approved BMPs. IV. NWP 16: Return Water fro:rt? Upland Contained Disposal Areas Effluent from an upland contained disposal area shall not exceed a TSS concentration of 300 mg/L unless a site-spec ific TSS limit, or a site specific correlation curve for turbidity (nt:phelometric turbidity units (NTU)) versus (TSS) has been approved by TCEQ. · V. NWP 29, 39, 40, and 42, 43 The Corps will copy the TCEQ on all authorizations for impacts of greater than 300 linear feet of intermittent and ephemeral streams . ····· -· ·.)···· .... ·· VI. NWP 13 and 41 The Corps will copy the TCEQ on all authorizations for impacts greater than 500 linear feet in length of ephemeral, intermittent, perennial streams or dnUnage ditches . Rc.,,iml April 13, 2007 Page 2 of3 · .. : .... 401 Water Quality Certification Conditions for Nationwide Permits Pagel VII. N)VP 36 The Corps will copy the TCEQ on all authorizations for discharges greater than the 50 cubic yard limit or boat ramps greater than 20 feet in width. Vlll. NWPs 7. 12, 14. 15 •. 17, 18, 19, 22, 25, 29, 30, 31, 32, 33, 36, 37, 39, 40, 41, 42, 43,·44, 45, 46 These NWPs arc not authorized for use in coastal dune swales in Texas. ·-· Rev is ed April 13, 2007 Pa gc3 of3 € omsoroua: ·. I I· I Table 1. Reference to Nationwide Permits Best Management Practices Require~ents NW1' Permit Description Erosion Control Sedimmit Control Post Construction TSS . 1 Aids to Navigation 2 Structures in Artificial Canah x x 3 Maintenance 4 Fish and Wildlife Harvesting, Enhanc~nt ~Attraction Devices and Activities ~ Scientific Measurement Devicos x x 6 Survey Activities Outfall Structures and Associated x x 7 Intalce Structures 8 Oil and Gas Structures on the Outer Continental Shelf 9 Structures in Fleeting and Anchorage Areas 10 Mooring Buoys 11 Temporary Recreational Structures ' x x x 12 Utility Line Activities x x 13 Banlc Stabilization 14 Linear Transportation Projects x x x U.S. Coast Guard Approved Bridges x x 15 16 Return Water From Upl~d Contained Disposal Areas x x x 17 Hydropower Projects x x x 18 Minor Discharges ... ' . . .. ··:..: x x 19 Minor Dredging 20 Oil Spill Cleanup i x x x 21 Surface Caal Mining Operations ' i x x 22 Removal ofVcssels l l · 23 Approved Categorical Exclusions l· Rev ised April 2, 2007 Page I o(J Table 1 Reference to Nationwide Permits Best Management -Practices Requirements NWP Permit Description Erosion Control Sediment Control Post Construction TSS 24 Indian Tn'be or State Administered Section 404 Programs x x 25 Structural Discharges 26 (Reserved] x x 'J:l Aquatic Habitat Restoration. Establishment, and Enhancement Activities 28 Modifications of Existing Marinas Residential Developments x x x 29 Moist Soil Management for Wilcilife x x 30 x x x 3 1 Maintenance of Existing Flood Control Facilities x x 32 Completed Enforcement Actions x x 33 TCJ'Dl!OI!UY Construction, Access and Dewatering 34 Cranbcny Production Ac ti vi ties 35 Maintenance Dredging of Existing Basins x x x '36 Boat Ramps x x 37 Emergency Watershed Protection and Rehabilitation x x 38 Cleanup ofHazar~ous and Toxic Waste 39 Commercial and Institutional x x x Developments Agricultural Activities x x x 40 .. .. . ..... ..v~1·:; .. 41 Reshaping Existing Drainage Ditches x x x 42 Recreational Fac~lities x x x Stormwater Management Facilities x x 43 .. 44 Mining ActivitiM x x x Rcvistd April 2, 2007 Page 2 of3 Table 1 Reference to Nationwide Permits Best Management Practices Requirements· .. NWP Pennit Description Erosion Control Sediment Control Post · Construction TSS 45 Repair of Uplands Damaged by x x x Discrete Events . 46 Discharges in Ditches x x 47 Pipeline Safety Program Designated x x Time Sensitive Inspections and Repairs 48 Existing Commercial Shellfish Aquacultuie.Activitiea 49 Coal Remining Activities x X . x 50 Underground Coal Mining Activities x x x . ,. I Rev ised April 2, 2007 Page 3 of3 Enclosure4 ·Description of BMPs EROSION CONTROL BMPs Temporarv Vegetation Description: Vegetation can be used as a temporary or permanent stabilization technique for areas disturbed by construction. Vegetation effectively reduces erosion In swales, stockplles, berms, mild to medium slopes, and along roadways. Other techniques such· as matting, mulches, and grading · may be required to assist in the establishment of vegetation. Materials: • The type of temporary vegetation used on a s ite is a function of the .season ~nd the availability of water for irrigation. · ~ Temporary vegetation should be selected appropriately for the area. • County agricultural extension agents are a good source for suggestions for temporary vegetation. •All seed should be high quality, U.S.·Dept. of Agriculture certified seed. Installation: • Grading must be completed prior to seeding. • Slopes should be minimized. • Erosion control struct4res should be installed. • Seedbe~s should be well pulverl~ed, loose, and uniform. • Fertilizers should be appljed at appropriate rates. • Seeding rates should be applied as recommended by the county agricultural extension agent. • The seed should be applied u.niformly. •Steep slopes should be covered with appropriate soil stabilization matting. Blankets and Matting Description: Blankets and matting material can be used as an aid to control erosion on critical sites during the establishment period of protective vegetation. The most common uses are in channels, interceptor swales, diversion dikes, short, steep slopes; and on tidal or stream banks. Revised April 2, 2007 ·Page I of32 i ! ' Materials: New types of blankets an d matting materials are continuously being developed. The Texas Department of Transportation (TxDOT) has defined the critical performance factors for these types of products and has estab lished minimum performance standards which must be met for any product seeking to be approved for use within any of TxDOT's construction or maintenance activities. The products that have been approved by TxDOT are also appropriate for general construction site stabilization. . TxDOT maintains a web site . at http ://www.dot.state.tx.us/lnsdtdot/orgchart/cmd/erosion/contents.httm which Is updated as new products are evaluated. Installation: • Install In accordance with the manufacturer's recommendations . • Prope( anchoring of the material. • Prepare a friable seed bed. r elatively free from clods and rocks and any foreign ma~erlal. • Fertilize and seed in accordance with seeding or other type of planting plan. • Erosion stops should extend beyond the channel liner to full desi gn cross-section of the channel. · • A uniform trench perpendicular to l!ne offlow may be dug with a spade or a mechanical trencher. • Erosion stops ·should be deep enough to penetrate solid material or below level of ruling In sandy soils . • Erosion stop mats should be wide enough to allow tum over at bottom of trench for stapling, while maintaining the top edge flush with channel surface. Mulch Descri ption: Mulching is the process of applying a material to the exposed soil surface to protect it tram erosive fo.rces and to cons·erve soil moisture untll plants can become establlshed. When seeding critical sites, sites with adverse soil conditions or seeding on other than optimum seeding dates, mulch material should b e applied immediately after seedi ng. Seeding during optimum seec!ing dates ~nd with favorabl.e soils and site conditions wlll not need to be mulched. Materials: • Mulch may be small grain straw which shoul<;I be applied uniformly. • On sl opes 15 percent o r greater, a binding chemical must be applied to the surface. •Wood-fiber or paper-fiber mulch may be applied by hydroseeding. • Mulch nettings may be used. • Wood chips may be used whe re appropriate. Re vi sed Ap ri l 2, 2®7 Page 2 of32 lnstallatlon: Mulch anchoring should be accomplished Immediately after mulch placement. This may be done by one of the following methods: peg and twine, mulch netting, mulch anchoring tool, or liquid mulch binders. · · · 229. Description: Sod is appropriate for disturbed areas which require Immediate vegetative covers, or where sodding is preferred to other means of grass ·establishment. Locations particularly suited to stabilization with.sod are waterways carrying intennlttentflow, areas around drop Inlets or in grassed swales, and residential or commercial. lawns where quick use or aesthetics are fact9rs, Sod is composed of living plants and those plants must receive . adequate care in order to provide vegetative stabllizatlon on a dlsturba.d area. Matarlals: • Sod should be machine cut at a uniform soil thickness. • Pieces of sod should be cut to the supplier's standard width and length. • Tom or uneven pads are nqt acceptable. • Sectlpns of sod should be strong enough to support their own weight and retain their size and shape when.suspended from a firm grasp. • Sod should be harvested, delivered, and Installed wlt~in a period of 36 hours. . . . Installation: · • Areas to be sodded should be brought to final grade. • The surface should be cleared of all trash and debris. ·• Fertlllze according to soil tests: • Fertilizer should be worked into the soil. • Sod should not be cut or lald In excessively wet or dry weather. •Sod should not be lald on soil surfaces that are frozen. • During periods of high temperature, the soil should be lightly irrigated. • The first row of sod should be laid in a straight line :with subsequent rows placed parallel to and butting tightly against each other. • Lateral joints should be staggered to promote more uniform growth and strength. •Wherever erosion may be a problem, sod should be laid with staggered joints and secured. Rev ised April 2, 2007 Page 3 of32 •Sod should be Installed with the length perpendicular to the slope (on the contour) . . • Sod should be rolled or.tamped. • Sod should be lrrjgated to a sufficient depth. • Watering should b.e perfonned as often as necessary t? maintain soil moisture. • The first mowing should not be attempted until the sod Is firmly rooted. • Not more th~n one third of the grass leaf should be removed at any one cutting. Interceptor Swale Interceptor swales are used to shorten the length of exposed slope by Intercepting runoff, prevent off-site runoff from entering ·the disturbed area, and prevent sedimentMladen runoff from leaving a disturbed site. They may have av-shape orb~ trapezoidal with a flat bottom and side slopes of 3:1 or flatter. The outflow from a swale should be directed to a stablllzed outlet or sediment trapping device. The swal~s should remain In place until the disturbed area Is permanently stabilized. Materials: • Stabllizatlon should consist of a layer of crushed stone three inches thick, riprap or high velocity erosion control mats. • Stone st abilization should be used when grades exceed 2% or v 'elocitles exceed 6 feet per second. · • Stabilization should extend across the bottom of the swale and up both sides of the channel to a min imum height of three inches above the design water surface elevation based on a 2Myear, 24M hour storm. · Installation: • An Interceptor swale should be installed across exposed slopes during c.onstruction and should intercept no more than 5 acres of runoff. •All earth removed and not needed in construction should be disposed of in an approved spoils site so that it will not interfere with the functioning of the swale or contribute to siltation in other areas qt the site. • All frees, brush, stumps, obstructions and other material should be removed and disposed of so as not to interfere with the proper functioning of the swale. • Swales should have a maximum depth of 1.5 feet with side slopes of 3:1 or flatter. Swales should have positive drainage for the entire length to an outlet. •When the s lope exceeds 2 percent, or velocities exceed 6 feet per second (regardless of slope), stabilization is required. Stabilization should be crushed stone placed in a layer of at least3 inches thick or may be high velocity erosion control matting. Check dams are also recommended to !lcviscd April 2, 2007 Page 4 of32 I I I I 1 · i reduce velocltles In the swales possibly reducing the amount of stabilization necessary. • Minimum compaction for the swale should be 90% standard proctor density. Diversion Dikes A temporary diversion dike is a barrier created by the placement of an earthen embankment to reroute the flow of runoff to an erosion control device or away from an open, easily erodl.ble area. A diversion dike Intercepts runoff from small upland areas and diverts It away from exposed slopes to a stabllized outlet, such as a rock berm, sandbag berm, or stone outlet structure. These controls can be used on the perimeter of the site to prevent runoff from entering the construction area. Dikes are generally used for the duration of construction to intercept and reroute runoff from disturbed areas to prevent excessive erosion until permanent drainage features are Installed and/or slopes are stablllzed. · · · Materials:· • Stone stabilization (required for velocltles In excess of 6 fps) should consist of riprap placed In a layer at least 3 inches thick and should extend a minimum height of 3 Inches above the design · water surface up the existing slope and the upstream face of the dike. • Geotextile fabric should be a non-woven polypropylene fabric designed-specifically for use as a soil filtration media wlt[l an approximate weight of 6 oz./yd 2, a Mullen burst rating of 140 psi, and having an equivalent opening size (EOS) greate·r than a #50 sieve . Installation: • Diversion dikes should be installed prior to and malnta.lned for the duration of construction and should intercept no more than 1~ .acres of runoff. • Dikes shoLlld have a minimum top width of 2 feet and a. minimum height of compacted flli of 18 Inches measured form the top of the existing ground at the upslope toe to top of the dike and h!'lve side slopes of 3: 1 or flatter. • The soil for the dike should be placed in lifts of 8 Inches or less and be compacted to 95 % standard proctor.density. • The channel , which is formed by th~ dike, mus t have positive drainage for its entire length to an outlet. • When the slope exceeds 2 percent, or velocities exceed 6 feet per second (regard less of slope), stabilization is required . In situations where velocities do not exceed 6 feet per second,. vegetation may be used to control erosion. Erosion Control Compost Description: Erosion control compost (ECC) can be used as an a id to control erosion on critical sites during the establishment period of protect ive vegetation. The most common uses are on steep slopes, swales, diversion dikes, and on tidal or stream banks. Rev ised April 2, 2 007 Page 5 of32 Materials: . New types of erosion control compost are continuously being deve loped. The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities. Material used within any TxDOT construction or maintenance activities must meet material specifications in accordance with current TxDOT specifications. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/composVspecifications.htm that provides Information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. ECG used for projects not related to TxDOT should also be o f quality materials by meeting perfonnance standards and compost specification data. To ensure the quality of compost used as an ECC, products should meet all appllcable state ar:id federal regulations, including but not llmited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Tit le 40, Part 503 Standards for Class A biosoiids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Regulations as defined In the Texas Administration Code {TAC), Chapter 332, and all other relevant requlrerrients for compost.prodl!cts outlined In TAC, Chapter 332. Testing requirements required by the TCEQ are defined In TAC Chapter 332, including Sectlcms §332.71 Sampl,lng and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriat e to use for ensuring the use of quallty compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols Included In the United States Composting Council (USCG) Test Methods for the Examination of Composting and . Compost (TMECC) should b~ conducted on comp.est products used for ECC to ensl,Jre that the products used will not Impact pub!lc health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stage~ of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC Information can be found at http://www.tmecc.org/tmeccllndex.html. The USCC Seal of : Testing Assurance (STA) program contains Information regarding compost STA certification. STA program Information can be found at http://tmecc.org/sta/STA_program_description.html. Installation: • Install In acco~dance with current TxDOT sp~cificatioo. • Use on slopes 3:1 or flatter. •Apply a 2 inch uniform layer unless otherwise shown on the pla·ns or as directed. • When rolling Is specified, use a light corrugated drum roller. Revised April 2, 2007 Page 6 of32 I ' ( i \ Mulch Filter Berms and Socks Description: Mulch filter berms and socks are used to Intercept and detain sediment laden run-off from unprotectf;ld areas. When properly used, mulch filter berms and socks can be highly effective at control ling sediment from disturbed areas. They cause runoff to pond-which allows heavier solids to settle. Mulch filter benns and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment whlle allowing water to percolate through. The berm or sock should remain in place untll the area is permanently stabilized. Mulch filter banns should not be used when there Is a concentration of water in a channel or drainage way. If concentrated flows occur after installation, corrective action must be taken. Mulch filter soc}<s may be Installed in construction areas and temporarily moved during the day to allow construction activity provided lt ls replaced and properly anchored at the end of the day. Mulch filter berms and socks maybe seeded to allow for quick vegetative wowth and reduction in run-off velocity.- Materials: New types of mulch filter berms and socks are contfnuously being developed. ·The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities, Mulch filter berms and socks used within any TxDOT constructlon or maintenance ac11vlti~s must meet material specifications In accordance with .current TxDOT specifications. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compost/speciflcatlons.htm that provides information on compost specification data. This website also contains .Information on areas where the Texas Commission on Environn:iental Quality (TCEQ) restricts the use of certain compost products. Mulch filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data, To ensure the quality of compost used for mulch filter berms and socks, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (US EPA) Code of Federal Regulations (CFR), lltle 40, Part 503 Standards for Class A blosolids and Texas Natural Resource Conservation Comm ission Health and Safety Regulations as defined in the Texas Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined In TAC, Chapter 332. Testing requirements required by the TCEQ are defined In TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance. . . Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for mulch fi lter berms and socks to ensure that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern i n compost can be tested by following protocols or test methods listed in TMECC. TMECC information can be found at http :f/www.tmecc.org/tmecc/index.html. The USCC Seal of Testing Assurance (STA) program Revised April 2, 2007 Page 7 of32 ' I r I . i I l contains information regarding compost STA certification. STA prog ram Information can be found at http ://!mecc.org/stalSTA__program_ descrlptlon .htrnl. Installation: • Install In accordance with current TxD.OT specificatlon. •Mulch fi lter berms should be constructed at 1-1/2-feethigh and 3 foot wide at locations shown on plans. • Routine ly inspect and maintain filter berm In a functional condition at all times. Correct deficiencies immediately. Install additional filter berm material as directed . Remove sediment after it has reached 1 /3 of the height of the berm. Disperse filter berm or leave in place as directed. • Mulch filter socks should be in 8 inch, 12 inch or 18 inch or as directed. Sock materials should be designed to allow far proper percolation throUQh. Compost Fiiter Berms and Socks Description: Compost filter berms and socks are used to intercept and detain sediment laden run- off from unprotected areas. When properly used, compost fllter be rms and socks can be highly effective at controlling sediment from disturbed areas. They cause runoff to pond which allows heavier so li ds to settle. Compost filter berms and socks are used during the period of construction near the perimeter of a disturbed area to interc.ept sediment whlie allowing water to percolate through. The berm or sock should remain In place until the area is permanently stabilized. Compost fl!ter berms should not be used-when there i~ a concentration of water in a channel or drainage way. if concentrated flows occur after Installation , corrective action must be taken. Compost filter socks may be installed in constructio n areas and temporality moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Compost~lterberms and socks may be seeded to allow for quick vegetative growth and reduction In run-off velocity. Materials: New types of compost filter berms and socks are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction . or maintenance activities . Compost filter berms and socks used with in any TxDOT construction or maintenance activities must meet material specifications In accordance with TxDOT specification 1059. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compost/specificatlons .htm that provides Information on compost speciflcatlon data. This webs ite also contains Information on areas where the Texas Commission on Environmental Qu~llty (TCEQ) restricts the use of certain compost products. Compost filter berms and socks used 'tor projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used as compost filter berms and socks, products shou ld meet all applicable state and federal reg ulations, including but not limited to the United States Env i ronmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Regulations as defined In the Texas Administration Code (TAC), Chapter 332, and all other relevant Re vise<I Apr il 2, 2C07 Page 8 of32 . . requirements for compost products outlined In TAC, Chapter332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, Including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring· the use of quality compost materials or for. guidance. Testing standards are dependent upon the Intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United ~tates Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for compost filter berms and socks to ensure that the products used wlll not Impact public health, safety, .and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC Is a laboratory manual that provides protocols for the composting Industry and test methods for compost analysis . TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern In compost can be tested by followlng protocols or test methods listed in TMECC. TMECC Information can be found at http://www.tmecc.org/tmecc/lndex.html. The USCC Seal of Testing Assurance (STA) program contains lnfonnatlon regarding compost STA certification ; STA program Information can be found at http ://tmecc .org/sta/ST A __program_ description .html. · · lnstallatlon: • Install In accordanc.e with TxDOT Special Specification 1059. • Compostfllter berms shall be constructed at 1w1/2 feet high and 3 foot wide at locations shown on p l an~. ·· · · · • Routinely Inspect and maintain filter berm in a functional ·condition at all times. Correct deficiencies immediately. Install additional filter benn material as directed .. Remove sediment after it has reached 1/3 of the height of the berm. Disperse filter berm or leave in place as directed. • Compost filter socks shall be In 8 inch, 12 Inch or 18 inch or as directed. Sock materia ls shall be designed allowing for proper percolation through. SEDIMENT CONTROL BMPS Sand Bag Benn Description: The purpose of a sandbag berm Is fo detain sediment.carried in runoff from disturbed areas. This obj ective Is accomplished by Intercepting runoff and causing it to pool behind the sand bag berm, Sed iment carried in the runoff is deposited on the upstream side of the sand bag benn due to the reduced flow velocity. Excess runoff volumes are allowed to flow over the top of the sand bag berm. Sand bag berms are used only during construction activ ities in streambeds when the co ntri buting drainage area is between 5 and 1 O acres and the slope is less than 15%, i.e., utility co nstruction in channels, temporary channel crossing for cohstruction equipment, etc. Plastic fac ing sho uld be installed on the upstream side and the berm should be ·anchored to the stream bed by dril lln g into the rock and driving in "P posts or rebar (#5 or #6) spaced appropriately. Revised Apnl 2, 2007 Page 9 of 32 Materials: • The sand bag material should be polypropylene, polyethylene, polyamide or cotton burlap woven . fabric, minimum unit weight 4 oz/yd 2, mullen burst strength exceeding 300 psi and ultraviolet · stabillty exceeding 70 percent. •The bag length ·should be 24 to 30 inches, width should be 16 to 18 inches and thickness should be 6 to 8 Inches. · • Sandbags should be filled with coarse grade sand and free from deleterious material. All sand should pass through a No . 10 sieve. The filled bag should have an approximate weight of 40 pounds. · · • Outlet pipe should be schedule 40 or stronger polyvinyl chloride (PVC) having a nominal internal diameter of 4 inches. Installation: • The berm should be a minimum height of 18 inches, measured from the top of the existing ground at the upslope toe to the to p of the berm . • The berm should be sized as shown In the plans but should have a minimum width of 48 Inches measured at the bottom of t he berm and rn inches measured at the top of the berm. . . • Runoff water should flow over the tops of the sandbags or through 4~1nch diameter PVC pipes embedde.d below t~e top layer of bags. · · • When a sandbag Is filled wit h material, the open end of the sandbag should .be stapled or tied with nylon or poly cord. · •Sandbags should ·be stacked in at least three rows abutting each other, and in staggered arrangement. •The base of the berm shoul d have at least 3 sandbags. These can be reduced to 2 and 1 bag in the second and third rows respectively. • For each additional 6 inches of height, an additional sandbag must be added to each row width. • A bypass pump-around system, or similar altematlve, should be used on conjunction with the berm for effective dewatering of the work area . Slit Fence Descri ption: A silt fence Is a barrier consisting of geotextile fabr ic supported by metal posts to prevent soll and sediment loss f rom a site. When properly used, silt fences can be highly effective at cont rolling sediment from disturbed areas. They cause runoff to po nd which allows heavier solids to settle. If not properly installe d, silt fences are not likely to be effective. The purpose of a silt fence is to intercept and detain water-borne sediment from unprotected areas of a limited extent. Silt fence is used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. This fence should remain in place until the ·disturbed area is permanently stabilized. Silt fence should. not be used where there is· a Revised April 2, 2007 Page 10 of32 concentration of water In a channel or drainage way. If concentrated flow occurs after lnstal!atlon, corrective action must be taken such as placing a rock berm In the areas of concentrated flow. Silt fencing within the site may be temporarily moved during the day to allow construction actlvity ·· provided it is replaced and properly anchored to the ground at the end of the day. Silt fences on the perimeter of the site or around dra!nage ways should not be moved at any time. Materials: • Slit fence material should be polypropylene, polyethylene or polyamlde woven or nonwoven fabric. The fabric width should be 36 inches, with a minimum unit weight of 4.5 ozlyd, mullen burst strength exceeding 190 lb/In 2, ultraviolet stability exceeding 70%, and minimum apparent opening size of U.S. Sieve No. 30. · •Fence posts should be made of hot rolled steel, at least 4 feet long with Tee or Y-bar cross section, surface painted or galvanlzed, minimum nominal weight 1 :25 lb/ft 2. and Brindel! hardness exceeding 140. · •Woven wire backing to support the fabric should be galvanized 2 1 x 4" welded wire, 12 gauge minimum; · Installation: • Steel posts, which support the silt fence, should be installed on a slight angle toward the anticipated runoff sourc'e. Post must be embedded a minimum of 1 foot deep and spaced not more than 8 feet on center. Where water concentrates, the maximum spacl~g should be 6 feet. • Lay out fencing dowri~slope of disturbed area, following the contour as closely as ppsslble. The · fence should be sited so that the maximum drainage area Is y,. acre/1 DO feet of fence. • The toe of the sllt fence should be trenched In with a spade or mechE1nical trencher, so that the down-slope face of the trench is flat and perpendicular to th~ line of flow. Where fenpe cannot be trenched In (e.g., pavement or rock outcrop), weight fabric flap wit~ 3 inches of pea gravel on uphill side to prevent flow from seeping under fence . •The trench must be a minimum of 6 Inches deep and 6 inches wide to allowforthe slltfencefal;>ric to be laid In the ground and backfllled with compacted material. · • Silt fence should be securely fastened to each steel support post or to woven wi re, which Is In tum attached to the steel fen'ce post. There should be a 3-foot overlap, securely fastened where ends of fabric meet. Triangular Filter Dike Description: The purpose of a triangular sediment filter dike is to intercept and detain water-borne sediment from unprotected areas of limited extent. The triangular sediment filter dike is used where there is no concentration of water in a channe l or other drainage way above the barrier and the contributing drainage area is less than one acre. If the uphill slope above the dike exceeds 10%, the length of the slope above the dike should be less than 50 feet. If concentrated flow occurs after installation, corrective action should be taken such as placing rock berm in the areas of concentrated flow. This measure is effective on paved areas where installation of silt fence is n9t possible or where vehicle access must be maintained. The advantage of these controls is the ease Rev i1ed April 2, 2007 Page 11 of32 with which they can be moved to allow vehfcle traffic and then ref nstalled to maintain sediment Materials: • silt fence material should be polypropylene, polyethylene or polyamide woven or nonwoven fabric. The fabric width should be 36 inches, with a minimum unit weight of 4.5 ozlyd, mullen burst strength exceeding 190 lb/in 2 , ultraviolet stability exceeding 70%, and minimum apparent 'open ing size of U.S. Sieve No. 30 . • The dike structure should be 6 gauge 6" x su wire mesh folded into triangular form being eighteen (18) Inches on each side. Installation: • The frame of the triangular sediment filter dike should be constructed of 6" x su •. 6 gauge welded wire mesh, 18 Inches per side, and wrapped with geotextile fabric the same composition as that used for silt fences. • Filter material should lap over ends six (6) Inches to cover dike to dike junction; each junction should be secured by shoat rings. • Position dike parallel to the contours, with the end of each section closely abutting the adjacent sections. • There are several'optlons for fastening the filter dike to the ground. The fabric skirt may be toed-in with 6 Inches of ~ompacted material, or 12 Inches of the fabric skirt should extend uphill and be secured with a minimum of 3 inches of open graded rock, .or with staples or nails. If these two · options are not feasible the dike structure may be trenched in 4 inches. · •Triangular sedlmentfllter _dlkes should be installed across exp~sed slopes during construction with ends of the dike tied into existing grades to prevent failure and should Intercept no more than one acre of runoff. · • When moved to allow vehicular access, the dikes should be reinstalled as soon ~s possible, but always at the end of the workday. · Rock Berm Description: The purpose of a rock berm is to serve as a check dam in areas of concentrated flow, to intercept sediment-laden runoff, detain the sediment and release the water in sheet flow. The rock berm should be used when the contributing drainage area is less than 5 acres. Rock berms are used In areas where the volume of runoff is too great for a slit fence to contain. They are less effective for sediment removal than silt fences, particularly for fine particles, but are able to withstand higher flows than a silt fence. As such, rock berms are often used.in areas of channel flows (ditches, gullies, etc.). Rock berms are most effective at reducing bed load in channels and should not be substituted for other erosion and sediment control measures further up the watershed. Materials: • The berm structure should be secured with a woven wire sheathing having maximum opening of 1 inch and a minimum wire diameter of 20 gauge galvanized and should be secured with shoat · rings. Revised April 2, 2007 Page 12of32 •.Clean, open graded 3 ~ to 5-inch diameter rock should be used, except In areas wher~ high ·velocities or large volumes of flow are expected, where 5-to 8-lnch diameter rocks may be used. Installation: . . • Lay out the woven wire sheathing perpendicular to the flow line. The sheathing should be 20 gauge woven wire mesh with 1 Inch openings. • Berm should have a top width of 2 feet minimum with side slopes being 2 : 1 (H:V) or flatter.·. •Place tne rock along the sheathing to a height not less than 18". • Wrap the wire sheathing around the rook and secure with tie wire so that the ends of the sheathing overlap at least 2 Inches, and the benn retains its shape when walked upon. • Berm should be built along the contour at zero percent grade or as near as posslble. •The ends of the berm should be· tied into existing upslope grade and the berm should be buri~d In a trench approximately 3 to 4 inches deep to prevent fallure of the. control. . Hay Bale Dike · · Description: The purpose of a hay or straw bale dike Is to intercept and detain small amounts of sediment-lapen runoff from relatlvelysmall unprotected areas . Straw bales are to be used when it Is not feasible to install other, more effective measures or when the construction phase Is expected to last less than 3 months. Straw bales should not be used on areas where rock or other hard surfaces prevent the full and uniform anchoring of the bar:rJer. Materials: Straw: The best quality straw mulch comes from wheat, oats or barley and should be free of weed and grass seed which may not be desired vegetation for the area to be protected. Straw mulch is light and therefore must be properly anchored to the ground. Hay: This Is very similar .to straw with the excepilon that It Is made of grasses and Weeds and not grain stems. This form of mulch Is very Inexpensive and is widely available but does introduce weed and grass seed to the area. Like straw, hay is light and must be anchored. . • Straw bales should we igh a minimum of 50 pounds and should be at least 30 Inches long. ·•Bales should .be composed entirely of vegetable matter and be free of seeds. · • Binding should be either wire or nylon string, jute .or cotton binding is unacceptable. Bales should be used for not mor~ than two months before being replaced. Installation: • Bales should be embedded a minimum of 4 inches and securely anchored using 2 " x 2 11 wood · stakes or 3/8" diameter rebar driven through the bales into the ground a minimum of 6 inches. • Bales are to be placed directly adjacent to one another leaving no gap between them . R~v i s ed Ape ii 2, 2007 · Page 13 of32 • All bales should be placed on the contour. • The first stake in each bale should be angled toward the previously laid bale to force the bales together. - Brush Benns Organic litter and spoil material from site clearing operations Is usually burned or hauled away to be dumped elsewhere. Much of this material can be used effectively on the construction site Itself. The key to constructing an efficient brush berm Is in the method used to obtain and place the brush. It wlll not be acceptabl~ to simply take a bulldozer and push whole trees into a pile. This method does not assure continuous ground contact with the berm and will allow uncontrolled flows under the berm. . Brush berms may be used where there Is little or no concentration of water In a channel or other drainage way above the berm. The size of the drainage area should be no greater than one-fourth of an acre per 100 feet of barrier. length; the maximum slope length behind the barrier should not exceed 100 feet; and the maximum slope gradient behind the barrier should be less than 50 percent (2:1). . . Materials: • The brush should consist ~fwoody brush and bran?hes, preferably less than 2 Inches In diameter. • The fllter fabric should conform to the specifications for filter fence fabric. • The rope should oe V4 inch po.lypropylene or nylon rope. • The anchors should be 3/8-inch diameter rebar stakes that are 18-inches long. Installation: • Lay out the brush berm following the contour as closely as poss l ble . • The juniper lim.bs should be cut and hand placed with the vegetated part of the limb In close contact with the ground. Each subsequent branch should overlap the previous branch providing a shingle effect. • The brush berm should be constructed in lifts with each layer extending the entire length of the berm before the next layer Is started. •A trench should be excavated 6-inches wide and 4-lnches deep along the length .ofthe barrier and immedia tely uphill from the barrier. • The filterfabric should be cut into lengths sufficient to lay across the barrier from its up-slope base to just beyond its peak. The lengths of filter fabric should be draped across the width of the barrier with the uphill edge placed in the trench and the edges of adjacent pieces overlapping each other. Where jo ints are necessary, the fabric should be spliced together with a minimum 6-inch overlap Re vi icd April 2, 2007 Page 14 of32 and ~ecurely sealed. • The trench should be backfilled and the soil compacted ·over the filter fabric. • Set stakes into the ground along the downhill edge of the brush barrier, and anchor the fabric by tying rope from the fabric to the stakes. Drive the rope anchors Into the ground at approximately a 45-degree angle to the ground on 6-foot centers. • Fasten the rope to the anchors and tighten benn securely to the ground with a minimum tension of 50 pounds. • . The height of the brush benn should be a minimum of 24 inches after the securing ropes have been tightf?ned. Stone Outlet Sediment Traps A stone outlet sediment trap Is an lmpoundment created by the placement of an earthen and stone embf:!nkment to prevent soil and sediment loss from a stte. The purpose of a sediment trap is to intercept sediment-laden runoff and trap the sediment In order to protect drainage ways; properties and rights of way below the sediment trap from sedimentation. A sediment trap Is usually Installed at points of discharge from d.lsturbeci areas. The drainage area for a sediment trap is recommended to be less than 5 acres. Larger areas should be treated using a sediment basin. A sediment trap differs from a sediment basin mainly In the type of discharge structure. The trap should be located to obtain the maximum· storage benefit from the terrain, for ease of clean out and disposal of the trapped · sediment and to minimize interference with construction activities. The volume of the trap should be at least 3600 cubic feet per acre of drainage area. Materials: • All aggregate should be ,at lest 3 inches in diameter and should not exceed a volume of 0.5 cubic foot. • The geotextlle fabric specification should be woven polypropylene, polyethylene or polyamide geotextlle, minimum unit weight of ~.5 ozlyd 2, mullen burst strength at least 250 lb/in 2, ultraviolet stability exceeding 70%, and equivalent opening size exceeding 40. Installation: • Earth Embankment Place fill material In layers not more than 8 inches in loose depth. Before compaction , moisten or aerate each layer as necessary to provide the optimum moisture content of the material. Compact each layer to 95 percent standard proctor density. Do not place material on surfaces that are muddy or frozen. Side slopes for the embankment are to be 3:1 . The minimum width of the embankment should be 3 feet. • A gap is to be left in the embankment in the location where the natural confluence of runoff crosses the embankment line. The gap is to have a w idth in feet equal to 6 times the drainage area in acres. Revi sed April 2, 2007 Page 15 of32 • Geotextile Covered Rock Core: A core of filter stone having a minimum height of 1.5 feet and a min imum width at the base of 3 feet should be placed across the opening of the · earth embankment and shou ld be covered_by geotextlle fabric which should extend a minimum distance of 2 feet In either direction from the base of the filter stone core. • Filter Stone Embankme nt Filter ston.e should be placed over the geotextlle and is to have a side . slope which matches that of the earth embankment of 3: 1 and should cover the geotextile/rock core a minimum of 6 Inches when Installation is complete . The crest of the outlet should be at leas t 1 foot below the top of the embankment. Sediment Basins: The purpose of a sediment basin is to intercept sediment-laden run~ff and trap the sediment in order to protect .drainage ways, properties and rights of way below the sediment basin from sedimentation . A sediment basin is usualJy Installed at points of discharge from disturbed areas. The drainage area for a sed iment basin is recommended to be less than 100 acre~. Sedimen t basins are effective for capturing and slowly releasing the runoff from larger disturbed areas thereby allowing sedimentation to take place. A sediment basin can be created where a permanent pond BMP Is being constructed. Guidelines for construction of the permanent BMP should be followed, but revegetatlon, placement of underdrain piping, and installation of sand or other filte r media should not be carried out until the site construction phase Is comp lete. Materials: • Riser should be corrugated metal or reinforced concrete pipe or box and should have watertight fittings or end to end connections of sections. • .An outlet pipe of corrugated metal or reinforced conc;:rete should be attached to the riser and should have positive flow to a stabilized outlet on the downstream side of the embankment. • An anti-vortex device and rubbish screen should be attached .to the top of the riser and should be made of polyvinyl chloride or corrugated metal. Basin Design and Construction: • For common drainage locations that serve an area with ten or more acres disturbed at one time, • a sediment basin should provide storage for a volume of rµnoff from a two-year, 24-hour storm from each disturbed acre drained . • The basin length to width ra ti o should be at least 2:1 to improve trapping efficiency. The shape may be attained by excavation or the use of baffles. The lengths should be measured at the elevation of the riser de-watering hole. • Place ·f lll material in layers not more than 8 i~ches in loose depth . Before compaction, moisten or aerate each layer as necessary to provide the opt imum moisture content of the material. Compact each layer to 95 percent standard proctor density. Do no t place material on surfaces that are muddy or frozen . Side slopes for the embankment should be 3:1 (H :V). • An emergency spillway shou ld be installed adjacent fo the embankment on undisturbed soll and should be sized to carry the full amount of flow generated by a 10-year, 3-hour storm with 1 foot Revised April 2, 2007 Page 16of32 I I I I I I I I l I • I of freeboard less the amount which can be carried by the prlnclpal outlet control device. • The emergency spillway should be lined with riprap as should the swale leading from the spillway to the nonnal watercourse at the base of the embankment. • The principal outlet control device should consist of a rigid vertically oriented pipe or box of corrugated metal .or reinforced concrete. Attached to-this structure should be a horizontal pipe, which should extend through the embankment to the toe of fill to provide a de-watering outletfor the basin. · • An anti-vortex device.should be attached to the inlet portion of the principal outlet control device to serve as a rubbish screen. • A concrete base should be used to anchor the principal outlet control device and should be sized to provide a safety factor of 1.5 (downward forces= 1.~ buoyant forces). • The basin should include a permanent stake to Indicate the sediment level In .the pool and marked to Indicate when the sediment occupies 50% of the basin volume (not the top of the stake). · • The top ofthe riser pipe should remain open and be guarded with a trash rack and anti-vortex device. The top of the riser should be 12 lnche!! below the elevation of the emergency splllway. The riser should be sized to convey the runoff from the 2-year, 3-hot.ir storm when the water surface Is at the emergency spillway elevation. For basins with no splllway the riser must be sized to convey the runoff from the 10-yr, 3-hour storm. • Anti-seep· collars should be Included when soil conditions or length of service make piping· through the backfill a posslbillty. . • The 48-hour drawdown time will b·e achieved by using a riser pipe perforated at the point measured from the bottom of the riser pipe equal to 1/a the Volume of the basin. This Is the . maximum sediment storage elevation. The size of the perforation may be calculated as follows: Where: Ao= Asx../ih Cdx980,000 A0 =Area of the de-watering hole, ft 2 A, = Surface area of the basin, ft 2 Cd::: Coefficient of contraction, approximately 0.6 h = head of water above the hole, ft . Perforating the riser with multiple holes with a combined surface area equal to A 0 is acceptable. Erosion Control Compost Description: Erosion control compost (ECC) can be used as an aid to control erosion on critical Revised April 2, 2007 P age 17 of32 sites during the establishment period of protective vegetation .· The niost common uses are on steep slopes, swales, diversion dikes, and on tidal or stream banks. Materials: New types of erosion control compost are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT 's construction or maintenance activities. Material used within any TxDOT construction or. maintenance activities must meet material specifications In accordance with current TxDOT specifications. TxDOT maintains a website' at http:f/www.dot.state.tx.us/des/landscape/composVspeciflcations.htm that provides information on compost specification data. This website also contains Information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products . · · ECC used for projects not related to TxDOT should also be of quality materials by me·etlng perfonnance standards and compost specification data. To ensure the quality of compost used as an ECC, products should meet all applicable state and federal regU l?itions, Including but not limited to the United States Environmental Protection Agency (USEPA} Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A blosollds and Texas Natural Resource Conservation Commission {now named TCEQ) He~lth and Safety Regulations as defined in the Texas · Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by t he TCEQ are defined lri TAC Chapter 332, including Sections §332 .71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materlals or for guidance. Testing standards are depend~nt upon the Intends~ use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compo~t · sampling and testing protocol s included In the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used . for ECC to ensure that the products used will not impact puollc health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC Is a laboratory manual that provides protocols for the composting . Industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern In compost can be tested by following protocols or test methods listed In TMECC. TMECC infonnatlon can be found at http://www.tmecc.org/tmecc/lndex.html. The USCC Seal of Testing Assurance (STA) program contains information regarding compost STA certification . STA program Information can be found at http://tmecc.org/sta/STA_program_descrlptlon.html. Installation: • Install in accordance with current T-xDOT specification. • Use on slopes 3:1 or flatter. • Apply a 2 inch uniform layer unless otherwise shown on the plans or as directed. • When rolling is specified, use a light corrugated drum roller. Revis ed Apri l 2, 2007 Page 18 of32 Mulch Fiiter Berms and Socks Description: Mulch filter berms and socks are used to Intercept and detain sediment laden run-off from unprotected areas. When properly used, mulch filter berms and socks can be highly effective at controlling sediment from disturbed areas. They cause runoff to pond which allows heavier solids to settle. Mulch filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to .percolate through. The berm or sock · should remain In place until the area Is pennanently stabllized. Mulch filter berms should not be . used when there Is a .concentration of water In a channel or drainage way. lf concentrated flaws . occur after Installation, corrective action must be taken. Mulch filter socks may be Installed in construction ·areas and temporarily moved during the day to allow construction activity provided it Is replaced and property anchored at the end of the day. Mulch filter benns and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: New types of mulch filter berms and socks are. continuously being developed. The Texas Department of Transpo~tion (TxDOT) has established minimum performanc~ standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities. Mulch filter berms and socks used within ariy TxDOT construction or maintenance actlvltles must m~et material speclflcatlons In accordance with current-TxDOT specifications. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compostlspeciflcations.htm that provides Information on compost specification data. This website also contains Information on areas where the Texas Commission on Environmental Quality (TCEQ} restricts the use of certain c.ompost products. Mulch filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used for mulch filter berms and socks, produCts should meet all applicable state and federal regulations, Including but not limited to the United States Environmental Protection Agency (US EPA} Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission Health and Safety Regulations as defined in the Texas Administration Code. (TAC}, Chapter 332, and all other relevant requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Ana lysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to. use for en~uring the use of quality compost materials or for guld.ance. Testing standards are dependent upon the Intended use for the compost and ensures product safe:ty, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols Included in the United States Composting Council. (USCC) Test Methods for the Examlnation of Composting and Compost (TMECC) should be conducted on compost products used for mulch filter berms and socks to ensure that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards . TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compos t analysis. TMECC provides protocols to sample, mon itor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols t:Jr test methods listed in TMECC. TMECC information can be found at Revised April 2, 2007 Page 19of32 . ' . http://www.tmecc.org/tmecc/index.html. The USCC Seal of Testing Assurance (STA) program contains Information regarding compost STA certification. STA program Information can be found at http://tmecc.org/sta/STA_program_descrlptlon.html. Jnstallatl on: • Install in accordance with current TxDOT specification. • Mulch filter berms should be constructed at 1-1 /2 feet high and 3 foot wide at lo cations shown on plans. • Routinely Inspect and maintain filter berm In a functional condition at all times. Correct deficiencies immediately. Install addltional filter berm material as directed. Remove sediment after It has rea.ched 1/3 of the height of the berm. Dispei:se filter berm or leave in place as directed. • Mulch filter socks should be in 8 inch, 12 inch or 18 inch or as directed. Sock materials should be deslgn~d to allow for proper percolation through. Compost Filter Berms and Socks Description: Compost filter berms and socks are used tQ intercept and detain sediment laden run· off from unprotected areas. When properly used, compost filter berms and socks can be highly effective at controlling sediment from disturbed areas. They cause runoff to pond which .allows heavier solids to settle. Compost filter berms· and socks are used during the period of construction near the perimeter of a disturbed area to Intercept sediment while allowing water to percolate · through. The berm or sock should remain In place until the area Is permanently stabilized. Compost filter benns should not be used when there Is a concentration of water In a channel or drainage way. If conc::entrated flows occur after Installation , corrective action must be taken. Compost filter socks may be installed In construction areas and temporallty moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Compost filter berms and socks may be seeded to allow for quick vegetative growth and reduction In run-off velocity. Materials: New types of compost filter berms and socks are continuously being developed. The Texas Department of Transportation (fxDOT} has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities. Compost filter berms and socks used within any TxDOT construction or maintenance activities must meet material specifications in accordance with TxDOT specification 1059. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compostlspecifications.htm that provides information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products .. Compost filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used as compost filter berms and socks, products should meet all applicable state and federal regu lations, Including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regu lations (CFR), Title 40, Part 503 Standa rds for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Revised April 2, 2007 Page20 of32 \ I I I I I i 1 i Regulations as defined In the Texas Administration Code (TAC), Chapter332, and alt other relevant requirements for compost products outlined In TAC, Chapter 332. Testing requirements requlrect by the TCEQ are defined In TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost spec!flcatlon data approved by TxDOT are appropriate to u_se for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the Intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The approp~ate compost sampling and testing prot.ocols included in the United States Composting Council (USCG) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for compost filter benns and socks to ensure that the products used will not Impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC Is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provldes protocols to sample, monitor, and analyze materials during all stages of the composting process. · Numerous parameters that might be of concern In compost can be tested by following protocols or • test methods llsted in TMECC. TMECC information can· be found at http://www.tme.cc.org/tmecc/lndex.html. The USCC Seal of Testing Assurance (STA) program contains information regarding compost STA certiflcatlon. STA program infonnation can be found at http://tmecc.org/sta/STA_program_descrlption .html. · Installation: • Install In accordance with TxDOT Special Specification 1059. : • Compost filter be mis shall be constructed at 1-112 feet high and 3 foot wide at locations shown on plans. • Routlnely Inspect .. and maintain filter berm In a functional condition at all times. Cor:rect deficiencies immediately. Install addltlonal filter berm material as directed. Remove sediment after It has reached 1/3 of the height of the berm. Disperse fi lter berm or leave in place as directed. • Compost filter socks shall be in 8 inch, 12 inch or 18 inch or as directed. Sock materials shall be design~d allowirig for proper percolation through. POST-CONSTRUCTION TSS CONTROLS Retention/Irrigation Systems Description: Retention/irrigation systems refer to the capture of runoff in a holding pond , then use of the captured water for irrigation of appropriate landscape areas. Retention/irrigation systems are characterized by the capture and disposal of runoff w ithout direct release of captured flow to receiving streams. Retention systems exhiblt excellent pollutant removal but can require regular, proper maintenance. Collection of roof runoff for subsequent use (rainwater harvesting) also quali fies as . a retention/irrigation practice, but should be operated and sized to provide adequate volume. This technology, which emphasizes beneficial use of stormwater runoff, is particularly appropriate fqr arid regions because of increasing demands on water supplies for agricu ltural irrigation and urban water supply. ileviscd April 2, 2007 Page 21 of32 . ' Design Considerations: Retention/Irrigation practices achieve 100% removal efficiency of total suspended solids ·contained within the volume of water captured. Design elements of retention/irrigation systems include runoff storage facility config uration and sizing, pump and wet well system components, basin lining ; basin detention time, and physical and operational components of the Irrigation system; Retention/irrigation systems are appropriate for large drainage areas with low to moderate slopes. The retention capacity should be sufficient considering the average rainfall eve.nt for the area. · Maintenance Requirements: Maintenance requirements for retention/irrigation systems include routine Inspections, sediment removal, mowing, debris and litter removal, erosion control, and nuisance control. Extended Detention Basin Description: Extended detention facilities are basins that temporarily store a portion of stormwater runoff following a storm event. Extended detention basins are normally used to remove particulate pollutants and to reduce maximum runoff rates associated with development to their pre- development levels. The water quality benefits are the removal of sediment and buoyant materials. Furthermore, nutrients , heavy metals, toxic materials, and oxygen-demanding materials associated with the particles also are removed. The control of the maximum runoff rates serves to protect drainage channels below the device from erosion and to reduce do~nstream flooding. Although detention faclllties designed for flood control have different design requirements than those used for .water quality enhancement, it Is possible to achieve these two objectives In a single facility. Design Considerations: Extended detention basins can .remove approximately 75% of the total suspended solids contained within the volume of runoff captured In the basin •. Design elements of extended detention basins Include basin sizing, basin configuration, basin side slopes, basin lining, inleVoutlet structures, and erosion controls. Extended detention basins are .appropriate for 1a·rge drainage areas with low to moderate slopes. The retention capacity should be sufficient considering the average rainfall even t for the area. Maintenance Requirements: Maintenance requirements for extended detention basins include routine inspections, mowing, debris and litter removal, erosion control, structural repairs,·nuisance control, and sediment removal. Vegetative Filter Strips Description: Filter strips, also known as vegetated buffer strips, are vegetated sections of land similar to grassy swales except they are essen11ally flat with low slopes, and are designed only to accept runoff as overland sheet flow. They may appear in any vegetated· form from grassland to forest, and are designed to in tercept upstream flow, lower flow velocity, and spread water out as sheet flow . The dense vegetative cover facilitates conventional pollutant removal through detention, filtration by vegetation, and i nfiltration. Filter strips cannot treat high velocity flows, and do not provide enough storage or infiltration to effecti vely reduce peak discharges to predevelopment levels for design storms. This lack"of quantity control favors use In rural or low-density development; however, they can provide water quality benefits even where the impervious cover is as high as 50%. The primary highway application for vegetat ive filter strips is along rural roadways where runoff that would otherwise disct)arge directly to Revi sed Apr il 2, 2007 Page 22 of32 ._ ________________ _ a receiving water passes through the filter strip before entering a conveyance system. Properly designed roadway medians and shoulders make effective buffer strips. These devices also can be used on other types of development where land is available and hydrauHc conditions are appropriate. Flat slopes and low to fair permeability of natural subsoil are required for effective performance of fllter strips. Although an inexpensive control measure, they are most useful In contributing watershed areas where peals runoff velocities are low as they are unable to treat the high flow velocltles . typically associated wifl:l high impervious cover. Successful performance of filter strips relies heavily on maintaining shallow unconcentrated flow. To avoid flow channelization and maintain perfonnance, a filter strip should: • Be equipped with a level spreading device for even distribution of runoff • Contain dense vegetation with a mix of erosion resistant; soil binding species • Be graded to a uniform, even and relatively low slope • Laterally traverse the contributing runoff area Fiiter strips can be used upgradient from watercourses, wetlands, or other water bodies along toes and tops of slopes and at outlets of other stormwater management structures. They should be Incorporated into street drainage and master drainage planning. The most important criteria for ·selection and use of this BMP are soils, space, and 'slope. Design Considerations: Vegetative filter strips can remove approximately 85% of the total suspended solids contained within the volume of runoff captured. Design elements of vegetative filter strips Include uniform,·shallow overland flow across tt')e' entire filter strip area, hydraulic loading rate, inlet structures, slope, and vegetative cover. The area should be free of gullies or rills which can concentrate flow. Vegetative filter strips are appropriate for small drainage areas with moderate . slopes. Other desi.9.n elements include the following: · • Soils and moisture are adequate to gro~ relatively dense vegetative stands • Sufficient space is available • Slope Is less than 12% • Comparable performance to more expensive structural controls Maintenance Requirements: Maintenance requltements for vegetative filter strips include pest management, seasonal mowing and lawn care, routine inspections, debris and litter removal, sediment removal, and grass reseeding and mulching. Constructed Wetlands Description: Constructed wetlands provide physical, chemical, and biological water quality Rcv i5ed Apdl 2, 2007 Page 23of32 '' treatment of stormwater runoff. Physical treatment occurs as a result of d~creaslng flow velocities in the wetland, and Is present In the form of evaporation, sedimentation, adsorption, and/or flltratlon. Chemical processes include chelation, precipitation,' and chemical adsorption. Blological processes include decomposition, plant uptake and removal of nutrients, p lus biological transformation and degradation. Hydrology Is one of the most Influential factors in pollutant removal due to Its effects on sed imentation, aeration , biological transformation, and adsorption onto bottom sediments. The wetland should be designed such that a minimum · amount of maintenance is required. The natural surroundings, including such things as the potential energy of a stream or flooding river, should be utilized as much as possible. The wetland should approximate a natural situation and unnatural attributes, such as rectangular shape or rigid channel, should ~e avoided. Site considerations should include the water table depth, soil/substrate, and space requirements. Because the wetland must have a source of flow, It is desirable that the water table is at or near the surface . If runoff Is the only source of Inflow for the wetland, the water level often fluctuates and establis hment of vegetation may be difficult The soll or substrate of an artificial wetlan.d should be loose loam to clay. A perennial basetlow must be present to sustain the artificial wetland. The presence of organic material Is often helpful In Increasing pollutant ~emoval and retention. A greater amount of space Is required for a wetland system than Is required for a detention faciJity.treatlng the same amount of area . Design Considerations.: Constructed wetlands can remove over90% of the total suspended solids . contained within the volume of runoff captured In the wetland. Design elements of constructed wetlands include wetland s izing,. wetland ·configuration, sediment forebay, vegetation, outflow structure, depth of inundation during storm events, depth of mlcropools, and aeration . Constructed wetlands are appropriate for large drainage areas with low to moderate slopes. · Maintenance Requirements: Maintenance requirements for constructed wetlands include mowing, routine inspections, debris and litter removal, erosion control, nuisance control, structural repairs, sediment removal, harvesting, and maintenance of water levels. Wet Basins Description: Wet basins are runoff control facilities that maintain a permanent wet pool and a standing crop of emergent littoral vegetation. These facilities may vary In appearance from natural ponds to enlarged, bar.med {manmade) sections of drainage systems and may function as onllne or offline facilities, although offl lne configuration Is preferable. Offllne designs can prevent scour and other damage to the wet pond and minimize costly outflow structure elements needed to accommodate extreme runoff events. During sto rm events, runoff inflows displace part or all of the existing basin volume and are retained and treated in the facility until the next storm event. The pollutant removal mechanisms are settling of solids, wetland plant uptake , and microbial degradation. When the wet basin is adequately sized, pollutant removal performance can be excellent, especially for the dissolved. fraction . Wet basins also help provide erosion protection for the receiving channel by lim iting peak flows during larger storm events. Wet basins are often perceived as a positive aesthetic element in a community and offer significant opportunity for creative pond configuration and landscape design. Participation of an experienced wetland designer is suggested . A significant potential drawback for wet ponds in arid climates is that the contributing watershed for these facilities is often incapable of providing an adequate water supply to maintain the permanent pool, especially during the summer months. Makeup water (i.e., well water or municipal drinking water) is sometimes used to supplement the Rtvisc:O April 2, 20<!7 Page 24 of 32 rainfall/runoff process, especially for wet basin facilities treating watersheds that generate insufficient runoff. Design Considerations: Wet basins can remove over 90% of the total suspended solids contained within the volume of runoff captured In the basin. Design elements of wet basins include basin sizing, basin configuration, basin side slopes, sediment forebay, inflow and outflow structures, vegetation, depth of permanent pool, aeration , and erosion control. Wet basins are appropriate for large drainage are~s with low to moderate slopes. Maintenance Requirements: Maintenance requirements for wet basins include mowing, routine inspections , debris and litter removal, erosion control , nuisance control, structural repairs, sediment removal, and harvesting. Grassy Swales Grassy swales are vegetated channels that convey stormwater and remove pollutants by filtration through grass and 'inflltratlon through soil. They requ ire shallow slopes and soils that drain well. Pollutant removal capability is related to channel dimensions, longitudinal slope, and type of vegetation. Optimum design of these components wlll increase contact time of runoff through the swale and improve pollutant removal ·rates . Grassy swales are primarily stormwater conveyance systems . They can provide suffic ient control under light to moderate runoff conditions, but their ability to control large storms Is limited. Ther.efore, they are most applicable in low to moderate sloped areas qr along highway medians as an alternative to ditches and curb and gutter drainage .. Their performance diminishes· sharply In highly urban ized settings, and they are generally not effective enough to receive construction stage runoff where high sediment load.s can overwhelm the system . Grassy swa les can be used as a pretreatment measure for other downstream BMPs,.such as extended detention basins. Enhanced grassy swales utilize check dams and wide depressions to Increase runoff storage and promote greater settling of pollutants. Grassy swales can be more aesthetically pleas ing than concrete or rock-lined drainage systems and ar& generally less expensive to construct and maintain. Swales can sli ghtly redu.ce impeivlous area and red·uce the pollutant accumulatlon and delivery associated ""'.Ith curbs and gutters. The disadvantages of this technique include the posslblllty of erosion and channel lzation over time, and the need for more right-of-way as compared to a storm drain system . When properly constructed, inspected, and maintained, the life expectancy of a swale is estimated to be 20 years. Des i gn Considerations: • Comparable performance to wet basins · • Limited to treating a few acres • Availabil ity of water during dry periods to maintain vegetation • Sufficient available land area The suitabili ty of a swale at a site will depend on land use , s ize of_the area serviced, soil type, slope; imperviousness of the contributing \.\'.atershed, and dimensions and slope of the swale system . In Rel'iscd April 2, 2007 Page 25 of 32 . \ general, swales can be used to serve areas of less than 1 O acres, with slopes no greater than 5 %. The seasonal high water table should be at least 4 feet below the surface. Use of natural topographic lows is encouraged, and natural drainage courses should be regarded as significant local resources to be kept In use. · · Maintenance Requirements: Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. · Vegetation Lined Drainage Ditches Vegetation lined drainage ditches are similar to grassy swales. These drainage ditches are vegetated channels that convey storm water and remove pollutants by filtration through grass and infiltration through soil. They require soils that drain well. Pollutant removal capability. is related to channel dimensions, longitudinal slope, and type of vegetation. Optimum design of these components will increase contact time of runoff through the ditch and improve polllJtant removal rates. Vegetation lined drainage ditches are primarily storm water conveyance systems. They have vegetation lined in the low flow channel and may Include vegetated shelves. Vegetation in drainage ditches reduces.erosion and removes pollutants by lowering water velocity over the soil surface, binding soil particles with roots, and byfiltratlon through grass and Infiltration through sol!. Vegetation lined drainage ditches can be used wt)ere: • A vegetative lining can provide sufficient stablllty for.the channel grade by Increasing maximum permlsslble velocity • Slopes are generally less than 5%, with protection from sheer stress as needed through the use of BMPs, such as erosion control blankets • Site conditions required to establish vegetation, I.e. climate, soils, topography, are present Design Criteria: The suitability of a vegetation lined drainage ditch at a site will depend on land use , size of the area serviced, soll type, slope, imperviousness of the contributing watershed, and dimensions and slope of the ditch system. The hydraulic capacity of the drainage ditch and other elements such as erosion, siltation, and pollutant removal capability,. must be taken into consideratl~n. Use of natural topographic lows is encouraged, and natural drainage courses should be regarded as significant local resources to be kept !n use. Other items to consider Include the following: • Capacity, cross-section shape, side slopes, and grade .. .Select appropriate native vegetation • Construct in stable, low areas to conform with the natural drainage system. To reduce erosion potential, design .the channel to avoid sharp bends and steep grades. • Design and build drainage ditches with appropriate scour and erosion protection. Surface · water should be able to enter over the vegetated banks without eros ion occurring . Rev is ed April 2, 2007 Page 26 of32 • BMPs, such as erosion control blankets, may need to be installed at the time of seeding to provide stablllty until the vegetation is fully established. It may also· be necessary to divert water from the channel untll vegetation Is established or to line the channel with sod. . . • Vegetated ditches must not be subject to sedimentation from disturbed areas. • Sediment traps may be needed at channel inlets to prevent entry of muddy runoff and channel sedl mentation. • Availability of water during dry periods to maintain vegetation • Sufficient avallable land area · !Vlalntenance: During establishment, vegetation lined drainage ditches should be Inspected, repaired , and vegetation reestablished if necessary. After the vegetation has become established, the ditch should be checked perlodlcally to determine If the channel Is withstanding flow velocities without damage. Check the ditch for debris, scour, or erosion and immediately make repairs If needed. Check the channel outlet and all road crossings for bank stablltty and evidence of piping or scour holes and make repairs Immediately. Remove all significant sediment accumulatlons to maintain the designed carrying capacity. Keep 'the vegetation in a healthy condition at all times, sln~e It Is the primary erosion protection for the channel. Vegetation lined drainage ditches should be seasonally maintained by mowing or Irrigating, depending on the vegetation selected. The long- term management of ditches as stable, v~getated. "natural" drainage systems with native vegetation buffers Is highly recommended due to the inherent stability offered by grasses, shrubs, trees, and other vegetation. . Research In the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation Is not required to maintain growth during dry periods, but . may be nec.essary only to prevent-the vegetation from dying. Sand Filter Systems . . The objective of sand fillers is to remove sediment and the pollutants from the first flush of pavement a_nd impervl:;us area runoff. The filtratlon of nubients, organics, and coliform bacteria Is enhanced by a mat of bacterial slime that develops during normal operations. One of the main advantages of sand filters is their adaptablllty; they can be used on areas with thin soils, high evaporation rates, low-soil infiltration rates, rn limited -space areas, and where groundwater ls to be protected . Since their original incepti on in Austin, Texas, hundreds of intermittent sand fi lters have been implemented to treat stormwater runoff, There have been numerous alterations or variations In the ori ginal design as engineers in other jurisdictions have improved and adapted the technology to meet their specific requirements. Major types include the Austin Sand Filter, the District of Columbia Underground Sand Filter, the Alexandria Dry Vault Sand Filter, the De laware Sand Filter, and peat- s.and filters which are adapted to provide a sorption layer and vegetative cover to various sand filter designs . · Revis ed Ap ril 2, 200? Page 27 of32 i I I ! l !" .Design Considerations : • Appropriate for space-llmlted areas • Applicable in arid climates where wet basins and constructed wetlands are not appropriate • High TSS removal efficiency Cost Considerations: Filtration Systems may require less land than some other BMPs, reducing the land acquisition cost; however the structure itself is one of the more expensive BMPs. In addition, maintenance cost can be substantial. · Erosion Control Compost Description: Erosion control compost (ECC) can be used as an aid to control erosion on critical sites during the establishment period of protective vegetation. The most common uses are on steep slopes, swales, diversion dikes, and on tidal or stream banks. · · Materials: New types of erosion control compost are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance standards whiph must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities. Material used within any TxDOT construction or maintenance activities must meet material speci~catlons In accordance with current TxDOT specifications. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compost/speciflcatlons.htm that provides Information on compost specification data. This website also contains lnfonnation on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. Ecc· used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost spepification data. To ensure the quality of compost used as an ECC, products should meet all applicable state and federal regulations, lncludlng but not limited to the United States· Envlronmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A blosollds and Texas Natural Resource Conservation Commission (now. named TCEQ) Health and Safety Regulations as · defined in the Texas Adrfl lnistratlon Code (TAC), Chapter 334, and all other relevant requirements for compost products outlined In TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Prod4cts and §332 .72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCG) Test Methods for the Examination of Composting and Compost' (TMECC) should be conducted on compost products used for ECC to ensure that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet Revised April 2, 2007 Page28 of32 analytical standards. TMECC Is a laboratory manual that provides protocols for the composting industty and test methods for compost analysis . TMECC provides protocols to sample,monltor, af)d analyze materials during all stages of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed ln TMECC. TMECC information can be found at http://www.tmecc.org/tmecc/index.html. The USCG Seal of Testing Assurance (STA} program contains information regarding compost STA certification. STA program informaµon can be found at http://tmecc.org/sta/STA_program_descripljon.html. Installation: • ln~tall in accordance with current TxDOT specification. • Use on slopes 3:1 or flatter. • Apply a 2 inch uniform layer unless otherwise shown on the plans or as directed. • When rolling is specified, use a light corruga~ed drum roller. Mulch Filter Berms and Socks Description: Mulch filter berms and socks are used to Intercept and detain sediment laden run-off from unprotected areas. When properly used, mulch fllter berms and socks can be hlghly effective at controlllng sedlmentfrom disturbed areas. They cause runoff to pond which allows heavlersollds to settle. Mulch filter berms and socks are used during the period of construc1!on near the perimeter of a disturbed area to Intercept sediment while allowing water to percolate through. The berm or sock shou ld remain IM place untli the area is permanently stabilized . Mulch filter berms should not be used when there Is a concentration of wat~r In a channel or drainage way. If concentrated flows occur after installatlon, corrective action must be taken . Mulch filter socks may be Installed Jn construction areas and temporarily moved during the day to allow construction activity provided It Is replaced and properly anchored at the end of the day. Mulch filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run -off velocity. Materials: N·ew types of mulch filter berms and socks are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum perfonnance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activitie~. Mulch filter berms and socks used within any TxDOT construcilon or maintenance . activities must meet material specifications in accordance with current TxDOT . specifications. TxDOT maintains a website at http://www.dot.state.tx.us/desllandscape/compost/speclfications.htm that provides information on compost specification data . This website also contains Information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. Muich filter berms and socks used for projects not related to TxDOT shouid also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used for mulch filter berms and socks, products should meet all applicable state and federal regulations, including but not lim ited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ)Health and Safety Regulations as defined in the Texa~ Administration Code (TAC), Chapter332, and all other relevant Rev is ed April 2, 2007 , Pa ge 29of32 requirements for compost products outlined In TAC, Chapter 332 . Testing requirements required by ihe TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332. 72 Final Product Grades. Compost specification data approved by TxDOT are ap propriate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance r.egarding the product's speci~c use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examina tion of Composting and Compost (TMECC) should be conducted on compost products used for mulch filter banns and socks to ensure that the products used wlll not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC Is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process .. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC information can be found at http://www.tmecc.orgitmecc/index.html. The USCC Seal of Testing Assurance (STA} program contains information regarding compost STA certlficatlo.n. STA program information can be found at http://tmecc.org/~ta/STA_program_ description.html. Installation: • Install In accordance wi th current TxDOT specification. • Mu.lch fllterbarms should be constructed at 1~1/2 feet high and 3 foot wide at locations shown on plans. I • Routinely Inspect and maintain filter berm in a functional condition a( all times. Correct deficiencies Immediately. Install addlt!onal filter berm material as directed. Remove sediment after it has reached 1/3 of the height of ·the berm. Disperse filter berm or leave In pl~ce as directed. · . . • Mulch filter socks should be in 8 Inch, 12 inch or 18 Inch or as directed. Sock materials should tie designed to allow for proper percolation through. Compost Filter Berms and Socks Descrip~lon: Compost filter berms and socks are used to Intercept and detain sediment laden run~ off from unprotected areas. When properly used, compost filter berms and socks can be highly effective at controlling sediment from disturbed areas. They cause runoff to pond which allows heavier solids to settle. Compost filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. The berm or sock should remain In place until the area is permanently stabilized. Compost filter berms should nofbe used when there is a concentration of water in a channel or drainage way. If concen trated flows occur after installation , corrective action must be taken . Compost filter socks may be installed in construction areas and temporality moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Compost filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: Revised April 2 , 2007 Page 30 of32 ./ . i New types of compost filter banns and socks are -continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be . met for any products seeking to be approved for use within any ofTxDOT's construction or maintenance activities. Compost filter berms and socks used within any TxOOT construction or maintenance activities must meet material specifications ln accordance with TxDOT specification 1059. . TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/composUspeciflcations.htm that provides Information on compost specification data. This website also contains lnfonnation on areas where the Texas Commission on Environmental Quallty (TCEQ) restricts the use of certain compost products. Compost filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards.and compost specification data. To ensure the quality of compost used as compost filter berms and socks, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A blosollds and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Regulations as defined In the Texas Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined In TAC, Chapter332. Testing requiremen~ required by the TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification .dc:ta approved by TxDOT are appr~prlate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use f<?r the compost and ensures product safety, and product performance regarding the product's specific use. Tlie appropriate compost - sampllng and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for compost fllter berms and socks to ensure that the products used will not Impact public health, safety, and the environment and to promote productl~n and marketing of quallty composts that meet analytical stal"!dards. TMECC Is a laboratory manual that .provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process . Numerous parameters that miglit be of concern In compost can be tested by following protocols or test methods listed In TMECC. TMECC information can be found at http ://www.tmecc.org/tmecc/index.html. The USCG Seal of Testing Assurance (ST A) program contains Information regarding compost STA certification. STA program information can be found at http://tmece.org/sta/STA_program_description.html. lnstallatlon: • Install in accordance with TxDOT Special Specification 1059. & Compost filter berms shall be constructed at 1-1/2 feet high and 3 foot wide at locations shown on plans. • Routinely inspect and maintain filter berm in a functional condition at all times. Correct deficiencies immediately: Install additional filter berm material as directed. Remove sediment after it has reached 1/3 of the height of the berm. Disperse filter berm or leave in place as directed. Revised April 2, 2007 Page 31of32 I I ' • Compost filter socks shall be In 8Inch,12 inch or 18 Inch or as directed. Sock materials shall be designed allowing for pr~per percolation through. Sedimentation Chambers (only to be used when there Is no space avallable for other approved BMP's} · Description: Sedimentation chambers are stormwater treatment structures that can be used when space is limited such as urban settings. These structures are often tied into stormwater drainage systems for treatment of stormwater prior to entering state waters. The water quality benefrts are the removal of sediment and buoyant materials. These structures are not 'designed as a catch basin or detenti~n basin and not typically used for floodwater attenuation. Design Considerations: Average rainfall and surface area should be considered when following manufacturer's recommendations for chamber sizing and/or number of units needed to achieve effective TSS removal. If properly sized, 50-80% removal of TSS can be expected. Maintenance Requirements: Maintenance requirements Include routine inspections, sediment, debris and litter removaC erosion control and nuisance control. Revised April 2, 2007 Page 32of32 t ' ' PERMIT COMPLIANCE CERTIFICATION U.S. Army Corps of Engineers Project Number: Permit Number: Name of Permittee: Date oflssuance: Upon completion of the activity authorized by this permit and any mitigation required by the permit, sign this certification and return .it to the following address: Regulatory Branch CESWF-PER-R U.S. Army Corps of Engineers P.O. Box 17300 Fort Worth, Texas 76102-0300 Please note that your permitted activity is subject to a compliance inspection by a U.S. Army Corps of Engineers representative. If you fail to comply with this permit you are subject to permit susp~nsion, modification, or revocation. I hereby certify that the work authorized by the above referenced permit was completecl in accordance with the terms and conditions of the said permit, and required mitigation was completed in accordance with the permit conditions. Signature of Permittee Date THE COTTAGES OF COLLEGE STATION WATER LINE PHASED CONSTRUCTION ANALYSIS July 2011 Prepared for: Ros HOWLAND , coo CAPSTONE -CS , LLC 431 OFFICE PARK DRIVE BIRMINGHAM , AL 35223 Submitted to LLE .E TATI N 11. e I. eart of the Rruarch Valley By MITCHELL M M MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE , SUITE 204 COLL EGE STATION , TX 77840 OFFICE (979) 260-6963 FAX(979)260-3564 Dear Josh, Capstone Cottages Pavement & Waterline Phasing vs. Vertical Building Permits July 2011 As we discussed in our meeting of June 23 , 2011 Capstone would like to phase in the construction of the waterlines in a manner to allow the buildings to go vertical as the pavement and fire lanes are complete for each unit. In an effort to assure that there will be sufficient fire coverage for these buildings we have run several different modeling scenarios with each waterline phase. Exhibit 1 represents Capstones projected dates for completion of underground utilities and pavement throughout the site . This is an indication of how they would like to step through the project with their vertical building permits as well. As we see there are three basic questions that must be answered with each phase . They are : 1. Are there adequate fire lanes completed for fire protection for the units being constructed? 2. Are there enough fire hydrants and in proximity to serve the units being constructed? 3. Are the waterlines that will be complete with each phase adequate to handle the fire flow while meeting the necessary velocity and pressure requirements? To manage the fire flow concerns we have provided a construction phasing diagram for the waterlines being constructed onsite. This can be seen in Figure 2. It is important to note that the waterline phases do not necessarily follow the phasing of the pavement . We have reviewed each phase of construction as depicted on Exhibit 1 correlated with the completion of construction of the various waterline phases and have the follow to offer: Phase 1 -Paving Complete 9-13-11 & WL Phase 1 At the completion of this phase we will begin requesting vertical permits for all buildings shown on Exhibit 1 in the light blue background. The waterlines that will be complete and tested when vertical building permits are requested are those shown in light blue as WL Phase 1 on Exhibit 2. Fire Lane The fire lanes constructed with this phase will be the main entrance drive to Manors 1 and 6, the fire lane behind Manors 2, 3 and 5 as well as the road in front of the clubhouse. Although the main entrance drive in front of Manors 7, 8 and 10 is not designed as a fire lane it will be kept clear for fire access during construction . During the time this roadway is used for a fire line all curbing around the center median will be left off and limestone base material will be placed in the median area . It will remain in this state until such time as this roadway is no longer needed as a fire lane . There will be one dead end fire lane next to the clubhouse. This is the 26' fire lane that was designed for the height of the clubhouse. Fire Hydrants There will be S fire hydrants installed with WL Phase 1. These will all be tested and operable prior to the request for vertical building permits in Phase 1. These fire hydrants provide sufficient coverage for all units shown in Phase 1. Water Lines All phases were modeled using Mike Net water modeling software . A map of all water line link and node numbers can be seen in Exhibits 3 and 4, respectively. The model runs for Phase 1 can be seen in Exhibit SA and SB as well as Exhibit 6A and 6B. The fire flow for the majority of the buildings was 17SO gpm . The model runs in Exhibit SA/B illustrate this 17SO gpm placed on nodes S9497 and S9Sl2. The maximum fire flow needed for the Manor buildings based upon the construction type and size was 22SO gpm. A simulation for this 22SO gpm fire flow was also run with this demand placed on nodes S9497 and S9Sl2 . To simulate the partial construction of the Capstone waterline system, the following pipes were closed during these runs : 4169, 41S6, 4168, 4196, 4123, 4114, 4118 and 4147 . The maximum velocity during the 17SO gpm fire flow was 12.8 fps in pipe 41Sl and the minimum pressure in the system was Sl psi at node S9497. The maximum velocity during the 22SO gpm fire flow was lS.9 fps in pipe 41Sl and the minimum pressure in the system was Sl psi at node S9497. The reason the pressure drop was not more significant is the head loss due to the high velocity is only occurring in a 17S ft length of pipe. The system as a whole does not have velocities this high during this extreme event. Because this higher velocity is occurring in only one section of pipe (17S ft) and is temporary in nature until the looped system is completed we are not concerned with this higher velocity. Phase 2 -Paving Complete -9-20-11 & Wl Phase2 At the completion of Phase 2, we will begin requesting vertical permits for all buildings shown on Exhibit 1 in the light green background . The waterlines that will be complete and tested when vertical building permits are requested are those shown in pink as WL Phase2 on Exhibit 2. Fire Lane The fire lanes that will be completed or constructed with this phase will be those completed with Phase 1 as well as Junction Boys Road and the driveway into the site from this public street . Similar to Phase 1, although the entrance drive in front of Lodge Buildings 190 through 195 was not designed as the 26' fire lane for the building it will be kept clear for fire access during construction and therefore will have 26 ' of pavement to be utilized during emergencies . Fire Hydrants There w il l be 2 fire hydrants installed with WL Phase 2 in addit ion to the 5 installed with WL Phase 1. These will all be tested and operable prior to the request for vertical building permits in Phas e 2. One of these fire hydrants will not be accessible for use duri ng the vertical construction of these Lodge buildings . The pavement at the rear of the building will not be installed prior to going to vertical construct ion . But with the fire hydrant at the end of Junction Boys Road and the one at the near Lodge building 189 there is sufficient coverage . Water Li n es The model runs for Phase 2 can be seen in Exhibit 7A and 7B.The maximum fire flow needed for these buildings based upon the construction type and size was 1750 gpm. The WL Ph 2 run simulated the fire flow of 875 gpm at node 59520 and 875 gpm at node 59560 . These 2 hydrants were chosen rather than the one at node 59523 because the pavement beh i nd Lodge units 190-195 will not be constructed when vertical permits are being requested for this area. To simulate the partial construction of the Capstone waterline system, the following pipes were closed during this run : 4169 , 4147, 4157 , 4196 and 4168 . The maximum velocity occurred in line4151 and was 13 .87 fps while the minimum pressure in the system was 37 .9 psi at node 59519 . Lower pressures do show up on some nodes past the fire hydrant but those will not occur because demands beyond the fire hydrant (domestic demands) will be zero until students move in . Phase 3 -Paving Complete -10-28-11 & WL Phase3 At the completion of Phase 3, we will begin requesting vertical permits for all buildings shown on Exhibit 1 in the light brown background . The waterlines that will be complete and tested when vert ical building permits are requested are those shown in green as WL Phase3 on Exhibit 2. With this phase of waterline construction we w i ll be making the second connect ion to the 2818 Place Property waterline . This w ill then provide a complete waterline loop within the property . Fire Lane The fire lanes that w i ll be completed or constructed with this phase will be those completed with Phase 1 and 2 as well as the fire lane in front of units 44 -48 and units 50-57. We will have a dead end fire lane with this portion of construction, but as seen on Exhibit 1, we will not be requesting building perm its for the units on the long dead end pavement until Phase 4 when the fire lane loop is completed . The only vertical permits being requested are those on a short dead end fire lane (units 50-52). The pavement being constructed at the intersection between units 49 and 50 will be sufficient to act as a hammerhead turnaround for fire vehicles. Fire Hydrants There will be 1 additional fire hydrant installed with WL Phase 3 in addition to the 7 installed with WL Phase 1 and Phase 2. These will all be tested and operable prior to the request for vertical building permits in Phase 3. All vertical building permits being requested are within proximity to the fire hydrants that will be operable . Water Lines The model runs for Phase 3 can be seen in Exhibit 8A and SB.The maximum fire flow needed for these buildings based upon the construction type and size was 1500 gpm . The WL Ph 3 run simulated the fire flow of 1500 gpm at node 59526 . To simulate the partial construction of the Capstone waterline system , the following pipes were closed during this run : 4169, 4123, 4114, 4128, 4196, 4171, 4183, 4177 and 4141. The maximum velocity occurs in line number 4164 and is 9.8 fps while the minimum pressure in the system was 53 .7 psi at node 59526 . Phase 4 -Paving Complete -12-8-11 & Wl Phase4 At the completion of Phase 4, we will begin requesting vertical permits for all buildings shown on Exhibit 1 in the red background . The waterlines that will be complete and tested when vertical building permits are requested are those shown in purple as WL Phase4 on Exhibit 2. Fire Lane The fire lanes that will be completed or constructed with this phase will be those completed with Phase 1, 2 and 3 as well as the fire lane in front of Lodge units 196 -207 and pavement in the rear of these same units . We will have a dead end fire lane with this portion of construction occurring at the rear of Lodge units 196 -207 . But similar to Phase 1 the pavement in front of these Lodge units will be kept clear for fire lane access to this section of the project. By not utilizing any of the pavement area for parking or laydown areas there will be a full 26 ft width available for fire access. The pavement being constructed at the intersection behind units 138 and 139 will be sufficient to act as a hammerhead turnaround for fire vehicles. Fire Hydrants There will be 1 additional fire hydrant installed with WL Phase 4 in addition to the 8 installed with WL Phases 1, 2 and 3. These will all be tested and operable prior to the request for vertical building permits in Phase 4 . All vertical building permits being requested are within proximity to the fire hydrants that will be operable . The permanent fire lane for Lodge units 196 -202 is at the rear of these buildings but because this will be a dead end fire lane with no turn around all fire access will be from the front w ith the fire hydrants at unit 202 and the clubhouse being those in closest proximity for fire coverage . Water Lines The model runs for Phase 4 can be seen in Exhibit 9A and 9B.The maximum fire flow needed for these buildings based upon the construction type and size was 1500 gpm. The WL Ph 4 run simulated the fire flow of 1500 gpm at node 59441. To simulate the partial construction of the Capstone waterline system , the following pipes were closed during this run: 4169, 4123, 4114, 4128, 4196, 4171, 4183, 4177 and 4141. The maximum velocity occurs in line number 4147 and is 7.1 fps while the minimum pressure in the system was 57 .9 psi at node 59526 . Phase 5 -Paving Complete -12-13-11 No Wl Phase Fire Lane With the completion of the pavement for Phase 5 we will have a complete fire lane loop drive constructed for buildings 20-38 . We will have a dead end fire lane in front of units 53-57 that is slightly longer than 100 feet, but both of these should be adequate for fire lane protection during construction . Fire Hydrants/Water Lines There was no extra modeling runs produced for this phase of construction because all waterlines and fire hydrants serving these buildings were constructed and modeled in the prior phase. Phase 6 -Paving Complete -2-10-12 & WL Phases Fire Lane With the completion of the pavement for Phase 6 we will have the fire lane loop behind Manors 6-10 completed which will allow for the final construction to proceed on the main entrance boulevard as it will no longer be required for a fire lane access. Fire Hydrants/Water Lines There was no extra modeling runs produced for this phase of construction because all waterlines and fire hydrants serving these buildings were constructed and modeled with Phase 1. This water line phase just completes the loop on this side of the project . Phase 7 -Paving Complete -3-26-12 No Wl Phase Fire Lane With the completion of the pavement for Phase 7 we will complete the third drive entrance into the project. Fire Hydrants/Water Lines There was no extra modeling runs produced for this phase of construction because there are no waterline phases associated with this parking area . Phase 8 -Paving Complete -7-24-12 & WL Phase6 Fire Lane With the completion of the pavement for Phase 8 we will have the small interior park i ng area near buildings 94-98 and 103-107 completed . This will provide the fire lane and fire hydrants for this phase of bu i ld i ng construction . Fire Hydrants/Water Lines There was no extra modeling runs produced for th is phase of construction because this phase of waterline construction completes all remaining waterlines . The modeling for this water scenario would then be the original models run with the site plan submittal which modeled fire flows throughout the system for full buildout. Phase 9 -Paving Complete -B-15-12 No WLPhase Fire Lane With the completion of the pavement for Phase 9 we will have the fire lane loop in front of bu i ldings 70 - 140 constructed . This will complete all paving for the site . Fire Hydrants/Water Lines There was no extra modeling runs produced for this phase of construction because there are no waterl ine phases associated with this parking area . I hope this has add r essed all concerns related to obtaining vertical building permits during the construction phasing of this project. If you have any questions please feel free to cal l. Manag ing Partne r Cc: fil e Am an da Wall is , Capstone \ \ -.. ,. ·,', ,/ ,\ \ , / ' ' ' / PHASE 1 j ~~:fiH ~~ir.1~ilJ~~~fln:~t:i~PlARTG , ,/ CS Site Plan -4.20.11 (45% of Scale); College Stations Civil Phasing Plan; old Projects; 511612011 03:43 PM EXHIBIT 1 4180 EXHIBIT 3 MikeNET Link Identifiers :. ,,,, ~ ... 21•• ------· ~ ua -· EXHIBIT 3 ~ ..... , 5,935 ) .... 34 pa•• -----.iu•2 __.J ,325 }'3Z4 j'J,323 Juuz t5 '3Z1 5j321 7 : EXHIBIT 4 N de Identifiers MikeNET o ,,51 5'4 5,3,, ·~.~5'414 ~'417 /; !i'3M 5'441 5'445 r-----·15 ... __ ·_· I 5,537 5'4!H 5'42' I /· .... ,. • 5'45 1 EXHIBIT 4 Description: Steady State Analysis EXHIBIT SA MikeNET Analysis Peak Day with Cottages & Fireflow of 875 gpm at Node 59497 and Node 595 I 2 Results -Pipes Number of Pipes: 87(Selection) Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 14034 59343 59320 10.000 24.207 130 .000 -101.875 -0.416 0.002 I 4081 59372 59383 8.000 67.476 130.000 -106 .285 -0 .678 0.000 4082 59383 59384 8.000 219.605 130.000 -106.285 -0.678 0.000 4083 59384 59417 8.000 145.559 130.000 -106.285 -0.678 0.000 4084 59385 59386 12.000 191.426 130.000 -242.790 -0.689 0.035 14085 59386 59650 12.000 132.716 130.000 -256.090 -0.726 0.027 14086 59387 59370 12 .000 178.807 130.000 -2420.625 -6.867 2.330 4087 59370 59388 12.000 75 .067 130.000 -24 20.625 -6.867 0.978 4088 59388 59389 12 .000 205.106 130.000 -2443.125 -6.931 2.719 4089 59389 1905 12.000 70.514 130.000 -2459.065 -6.976 0.946 I 4112 59409 59410 8.000 163.379 130.000 -7.395 -0.047 0.000 I 4113 59410 59411 8.000 224.058 130.000 -7.395 -0.047 0.000 14114 59411 59412 8.000 533.174 130.000 0.000 0.000 0 .000 4115 59412 59413 12.000 198.126 130.000 -106.285 -0.302 0.008 4116 59413 59414 12.000 189.095 130.000 -114.005 -0.323 0.009 4117 59414 59385 12.000 181.220 130 .000 -136 .505 -0 .387 0.012 14118 59412 59415 12.000 469.078 130.000 0.000 0.000 0.000 EXHIBIT SA ' Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] \ 4119 59415 59416 12.000 205 .042 130.000 -0.001 -0.000 0.000 4120 6796 1975 42 .000 110.901 120 .000 5194.325 1.203 0.015 4121 59416 6796 12.000 208.331 130 .000 -0.000 -0.000 0.000 14122 59372 59421 8.000 483 .656 130.000 91.495 0.584 2.000 4123 59417 59385 12 .000 103.451 130 .000 0 .000 0.000 0.000 4126 59419 59420 18.000 466 .057 130 .000 -3257 .815 -4.107 1.461 I 4127 59420 1887 18 .000 872.610 130.000 -3286 .315 -4.143 2.779 14128 59421 59409 8.000 387.702 130.000 -7.395 -0.047 0.000 I 4130 59425 59428 12.000 190.000 130.000 -2136.015 -6.059 1.964 4131 59429 59432 6.000 145.000 130 .000 -17.541 -0.199 0 .000 4133 59437 59440 8 .000 300 .000 130 .000 51.323 0.328 0.000 I 4134 59441 59444 8.000 130.000 130.000 -46 .050 -0 .294 0.000 14135 59445 59432 6.000 240.000 130.000 -13.187 -0.150 0 .000 14136 59445 59449 6.000 145.000 130.000 4.577 0.052 0.000 4137 59440 59456 8.000 280 .000 130 .000 30.493 0.195 0.000 4138 59457 59460 6.000 380 .000 130.000 -0.642 -0.007 0.000 I 4140 59465 59444 8.000 150.000 130.000 -27.255 -0.174 0.000 I 4141 59444 59473 8.000 45.000 130 .000 -74.415 -0.475 0.000 4142 59473 59476 8.000 135.000 130.000 -80.245 -0.512 0.000 4143 59477 59480 8.000 265.000 130 .000 -101.635 -0 .649 0.000 4144 59480 59484 8.000 105 .000 130 .000 -107.195 -0.684 0 .000 14145 59484 59488 8.000 200 .000 130 .000 -114.135 -0.728 0 .000 14146 594 89 59425 8.000 110.000 130 .000 -126.635 -0 .808 0.044 4147 59496 59343 8 .000 340.000 130.000 0.000 0.000 0.000 EXHIBIT SA I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] [ft] [millift] [gpm) [ft/s) [ft] 14148 59497 59500 6 .000 95.000 130 .000 -875 .000 -9.929 5.502 I 4149 59500 59504 8.000 87.000 130.000 -1117.150 -7.131 1.951 14150 59500 59508 8.000 55.000 130.000 242.150 1.546 0.073 I 4151 59425 59512 8.000 175.000 130 .000 2003.820 12 .790 11.580 4152 59519 59520 8.000 115.000 130.000 44.100 0.281 0.000 4153 59521 59517 8.000 115.000 130.000 22.294 0.142 0.000 14154 59523 59522 6 .000 25.000 130 .000 -5.830 -0.066 0 .000 I 4155 59537 59525 6 .000 295.000 130 .000 -20.999 -0.238 0.000 I 4156 59508 59516 8.000 140 .000 130.000 0.000 0.000 0 .000 1 4157 59516 59517 8 .000 374.600 130.000 38.705 0.247 0.000 I 4158 59460 59537 6 .000 165.000 130.000 -11.752 -0.133 0.000 I 4159 59541 59428 8.000 250.000 130.000 0.000 0.000 0.000 I 4160 59512 59513 6.000 132 .000 130.000 11.670 0.132 0.003 I 4161 59565 59552 6.000 120.000 130.000 0.000 0.000 0.000 4162 59553 59552 4 .000 105.000 130.000 -0.000 -0.000 0.000 14163 159504 159560 16.000 66.000 130.000 -0.000 -0.000 0.000 4164 59517 59526 8.000 90 .000 130.000 45.169 0.288 0.000 4165 59565 59512 8.000 35.000 130.000 -1117 .150 -7.131 0.785 l 4166 59565 59569 8.000 155 .000 130 .000 1117.150 7.131 3.476 I 4167 59504 59569 8.000 170.000 130.000 -1117.150 -7.131 3.812 14168 59577 59508 6.000 75 .000 130 .000 0.000 0.000 0.000 I 4169 59488 59489 8.000 190.000 130.000 0.000 0 .000 0.000 4170 59513 59548 4.000 81.000 130.000 11.670 0.298 0.011 4171 59525 59526 6.000 110 .000 130.000 -45.169 -0.513 0 .000 EXHIBIT SA Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] [gpm] [ft/s) [ft] 4172 59476 59477 8.000 220.000 130.000 -88 .575 -0.565 0.000 l 4173 59597 59577 6.000 141.000 130 .000 -119.405 -1.355 0.000 I 4174 59521 59597 6 .000 250 .000 130.000 -111.625 -1.267 0.000 I 4175 59605 59521 8 .000 215.000 130.000 -35.273 -0.225 0.000 4176 59441 59605 8.000 280.000 130 .000 -25.273 -0.161 0.000 4177 59437 59441 8.000 70.000 130.000 -54.653 -0.349 0.000 14178 59456 59457 8.000 360 .000 130.000 18.248 0.116 0.000 14179 59449 59429 6 .000 240.000 130.000 -2.898 -0.033 0 .000 I 4180 59456 59449 8.000 140.000 130.000 1.135 0.007 0.000 4181 59429 59537 6.000 285.000 130.000 4.643 0.053 0.000 4182 59432 59636 6.000 122.000 130.000 -36.558 -0.415 0.000 14183 59636 59521 6 .000 116 .000 130.000 -41.558 -0.472 0.000 14184 59496 59465 8.000 341.000 130.000 -27.255 -0.174 0.000 14185 59650 59387 12.000 44.000 130.000 -2397.105 -6.800 0.563 4186 59651 59428 12.000 65 .000 130.000 2141.015 6 .074 0.675 4188 59650 59651 12.000 190.000 130.000 2141.015 6 .074 1.972 14189 59516 59518 8.000 75.000 130.000 70.480 0.450 0.000 1 4190 59518 59519 8 .000 345 .000 130.000 64.650 0.413 0.000 I 4191 59522 59519 8.000 330.000 130 .000 -13 .050 0 .083 0.000 14192 59524 59522 4.000 80.000 130.000 -7.220 -0.184 0.000 14193 59527 59524 4.000 30.000 130.000 -7.220 -0.184 0.000 14196 59520 59372 8 .000 13.798 130.000 0.000 0.000 0.000 EXHIBIT SA Description: Steady State Analysis EXHIBIT SB MikeNET Analysis Peak Day with Cottages & Firetlow of 875 gpm at Node 59497 and Node 59512 Results -Junctions Number of Junctions: 77(Selection) I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59320 313.500 0.000 485.355 74.465 59343 312.750 0.000 485.352 74.789 59370 312.000 0.000 481.165 73.299 159372 326.000 0.000 -23679930.0 -10260655 .0 I 59383 326.000 0 .000 -23679930.0 -10260655 .0 159384 325.000 0.000 -23679930.0 -10260654.0 159385 321.000 0.000 478.209 68.119 I 59386 320.000 13.300 478.245 68 .567 159387 318.000 23.520 478.835 69.690 159388 304.000 22.500 482.143 77 .189 I 59389 I 1316.000 I 15 .940 1484.861 173.168 59409 328.500 0 .000 -23679932.0 -10260657.0 59410 328.000 0.000 -23679932 .0 -10260657.0 J 59411 327.000 98.890 -23679932 .0 -10260656.0 159412 327.000 0.000 478.181 65.507 59413 324 .000 7.720 478 .189 66.810 59414 320.000 22.500 478 .198 68 .547 59415 328.000 0 .000 492.987 71.489 Quality 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EXHIBIT SB 59416 327.000 0.000 492.987 71.922 0.000 I 59417 323.000 0.000 -23679930.0 -10260654.0 0.000 I 59419 317 .914 6.000 486.819 73.186 0 .000 159420 I 1321.000 I 28.500 488 .279 72.482 0.000 59421 327.250 98.890 -23679932.0 -10260656.0 0.000 59425 325.700 5.560 473.661 64.111 0.000 I 59428 323.300 5.000 475.625 66 .002 0.000 J 59429 339.200 10.000 -26975170.0 -11688488.0 0.000 J 59432 336.800 5 .830 -26975170.0 -11688487 .0 0.000 159437 I 1326.700 , 3.330 1-26975170.o 1-11688483.0 I o.ooo - 159440 332.200 20.830 -26975170.0 -11688485 .0 0.000 ) 59441 328.000 16.670 -26975170 .0 -11688483.0 0.000 159444 I 1327.500 1.110 -26975170 .0 -11688483.0 0.000 \ 59445 336.200 8.610 -26975170.0 -11688487 .0 0.000 ) 59449 339.200 8.610 -26975170 .0 -11688488.0 0.000 I 59456 340.000 11.110 -26975170.0 -11688488.0 0.000 ! 59457 345.300 18.890 -26975170.0 -11688491.0 0.000 59460 341.500 11.110 -26975170.0 -11688489.0 0.000 59465 322 .500 0.000 -26975170.0 -11688481.0 0.000 \ 59473 330.500 5.830 -26975170 .0 -11688484.0 0.000 I 59476 330.500 8.330 -26975170.0 -11688484 .0 0.000 59477 326.500 13.060 -26975170.0 -11688483.0 0.000 59480 323 .700 5.560 -26975170.0 -11688481.0 0.000 59484 324.500 6 .940 -26975170 .0 -11688482.0 0.000 159488 326.000 6.940 -26975170.0 -11688482.0 0 .000 59489 325.700 5.560 473.617 64.093 0.000 EXHIBIT SB 59496 318.000 148.330 -26975170.0 -11688479.0 0.000 59497 328.800 875.000 446.554 51.023 0.000 159500 330.000 0.000 452.056 52.887 0 .000 59504 329.300 0.000 454.007 54.036 0.000 59508 330.800 0.000 451.983 52 .509 0.000 59512 326.600 875.000 462.080 58.704 0.000 59513 327.000 0.000 462.078 58.529 0.000 \ 59516 332.000 11 .890 -26975170.0 -11688485.0 0.000 59517 334.000 15.830 -26975170 .0 -11688486.0 0.000 59518 331.000 5.830 -26975170.0 -11688485.0 0.000 59519 327.500 7.500 -26975170.0 -11688483 .0 0.000 59520 324.000 58.890 -26975170.0 -11688482.0 0.000 159521 333.700 12.500 -26975170.0 -11688486.0 0.000 I 59522 329.750 0.000 -26975170.0 -11688484.0 0.000 159523 330.700 5.830 -26975170.0 -11688484.0 0.000 159524 331.000 0.000 -26975170.0 -11688485.0 0.000 159525 336.800 24.170 -26975170.0 -11688487.0 0.000 I 59526 334.400 0.000 -26975170.0 -11688486.0 0.000 I 59527 331.700 7.220 -26975170.0 -11688485.0 0.000 159537 339 .000 13.890 -26975170.0 -11688488.0 0 .000 59541 320.700 0 .000 475.625 67.129 0.000 59548 323.300 11 .670 462 .066 60.128 0.000 59552 329.200 0.000 461.296 57.237 0.000 59553 329.000 0.000 461.296 57.324 0.000 I 59560 330.000 0.000 454 .007 53.732 0.000 59565 327.000 0.000 461.296 58.190 0.000 I EXHIBIT SB 159569 328.000 0 .000 457.820 56.251 0.000 I 59577 331.500 1.670 -26975170.0 -11688485.0 0.000 J 59597 332 .000 7.780 -26975170 .0 -11688485 .0 0.000 59605 332.000 10.000 -26975170.0 -11688485.0 0.000 59636 335 .500 5.000 -26975170 .0 -11688487.0 0.000 159650 319.000 0.000 478.272 69.012 0.000 159651 I 1323.300 I o.ooo 1476.299 166.295 0.000 EXHIBIT SB Description: Steady State Analysis EXHIBIT6A MikeNET Analysis P eak Day with Cottages & Fireflow of 1125 gpm at Node 59497 and Node 5951 2 Results -Pipes Number of Pipes: 87(Selection) I Pipe Node Node I Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s) [ft] I 4034 59343 59320 10.000 24.207 130 .000 -93.297 -0.381 0.002 14081 159372 1 59383 8.000 67.476 130.000 -106.285 -0.678 0 .000 14082 59383 59384 8 .000 219.605 130.000 -106.285 -0.678 0.000 4083 59384 59417 8.000 145.559 130.000 -106.285 -0 .678 0.000 4084 59385 59386 12.000 191.426 130.000 -242 .790 -0.689 0.035 14085 59386 59650 12 .000 132.716 130.000 -256.090 -0.726 0.027 14086 59387 59370 12.000 178.807 130.000 -2920.625 -8.285 3.299 14087 59370 59388 12.000 75 .067 130.000 -2920.625 -8.285 1.385 4088 59388 59389 12.000 205 .106 130 .000 -2943.125 -8.349 3.838 4089 59389 1905 12.000 70 .514 130 .000 -2959.065 -8.394 1.333 4112 59409 59410 8.000 163.379 130 .000 -7 .395 -0 .047 0.000 4113 59410 59411 8.000 224.058 130.000 -7 .395 -0.047 0.000 4114 59411 59412 8.000 533.174 130.000 0.000 0.000 0.000 14115 59412 59413 12.000 198.126 130.000 -106.285 -0.302 0.008 14116 59413 59414 12.000 189.095 130.000 -114.005 -0.323 0.009 4117 59414 59385 12.000 181.220 130 .000 -136.505 -0.387 0.012 4118 59412 59415 12 .000 469.078 130.000 0.000 0.000 0 .000 EXHIBIT6A Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4119 59415 59416 12.000 205.042 130.000 -0.000 -0.000 0.000 14120 6796 1975 42 .000 110.901 120 .000 5465 .052 1.266 0.017 I 4121 59416 6796 12.000 208.331 130.000 -0.001 -0.000 0.000 14122 59372 59421 8.000 483 .656 130.000 91.495 0 .584 0.000 4123 59417 59385 12 .000 103.451 130 .000 0.000 0.000 0.000 I 4126 159419 159420 18.000 466.057 130.000 -3576.298 -4.509 1.736 4127 59420 1887 18.000 872.610 130.000 -3604.798 -4 .545 3.299 4128 59421 59409 8.000 387 .702 130.000 -7.395 -0.047 0.000 4130 59425 59428 12 .000 190.000 130 .000 -2636 .015 -7.478 2 .899 ; 4131 59429 59432 6.000 145.000 130.000 -17.541 -0.199 0.000 I 4133 59437 59440 8.000 300.000 130.000 51.323 0.328 0.000 J 4134 59441 59444 8.000 130.000 130.000 -46.050 -0.294 0.000 4135 59445 59432 6.000 240 .000 130.000 -13.187 -0.150 0.000 4136 59445 59449 6.000 145.000 130.000 4.577 0.052 0.000 4137 59440 59456 8.000 280.000 130.000 30.493 0 .195 0.000 4138 59457 59460 6.000 380.000 130.000 -0.642 -0.007 0.000 14140 59465 59444 8 .000 150.000 130.000 -27.255 -0.174 0.000 4141 59444 59473 8.000 45 .000 130.000 -74.415 -0.475 0.000 4142 59473 59476 8.000 135 .000 130.000 -80.245 -0.512 0.000 14143 59477 59480 8.000 265.000 130.000 -101.635 -0 .649 0.000 14144 - 59480 59484 8 .000 105.000 130.000 -107.195 -0.684 0.000 14145 59484 59488 8.000 200 .000 130 .000 -114.135 -0.728 0.000 14146 59489 59425 8.000 110.000 130 .000 -126.635 -0.808 0.044 \ 4147 59496 59343 8.000 340.000 130.000 0 .000 0.000 0.000 EXIDBIT 6A I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss I ID 1 2 I [in] [ft] [millift] [gpm] [ft/s) (ft] I 4148 59497 59500 6.000 95.000 130 .000 -1125.000 -12.766 8.764 I 4149 59500 59504 8.000 87.000 130.000 -1367.150 -8.726 2.836 I 4150 59500 59508 8.000 55.000 130.000 242.150 1.546 0.073 \ 4151 59425 59512 8.000 175 .000 130.000 2503.820 1 5.981 17.494 ,._ 14152 59519 59520 8.000 115.000 130.000 44.100 0.281 0.000 14153 59521 59517 8.000 115 .000 130 .000 22.294 0.142 0.000 \ 4154 59523 59522 6 .000 25.000 130.000 -5.830 -0.066 0.000 14155 159537 59525 6.000 295.000 130.000 -20.999 -0.238 0.000 14156 59508 59516 8.000 140 .000 130.000 0 .000 0.000 0.000 1 4157 59516 59517 8.000 374.600 130.000 38.705 0.247 0.000 14158 59460 59537 6.000 165.000 130.000 -11.752 -0.133 0.000 4159 59541 59428 8.000 250 .000 130.000 -0.000 -0.000 0.000 4160 59512 59513 6.000 132.000 130.000 11.670 0 .132 0.003 I 4161 59565 59552 6.000 120.000 130.000 -0.000 -0.000 0.000 I 4162 59553 59552 4.000 105.000 130.000 -0.000 -0.000 0.000 14163 59504 59560 6.000 66.000 130.000 0.000 0.000 0.000 4164 59517 59526 8 .000 90 .000 130.000 45.169 0.288 0.000 4165 59565 59512 8 .000 35 .000 130.000 -1367.150 -8.726 1.141 14166 59565 59569 8 .000 155.000 130.000 1367.150 8.726 5.053 4167 59504 59569 8.000 170.000 130.000 -1367.150 -8.726 5.542 4168 59577 59508 6.000 75 .000 130.000 0.000 0.000 0.000 4169 59488 59489 8.000 190.000 130.000 0.000 0.000 0.000 4170 59513 59548 4.000 81.000 130.000 11.670 0.298 0 .011 \ 4171 59525 59526 6.000 110.000 130 .000 -45.169 -0.513 0.000 EXlllBIT 6A I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I I [in] (ft] [millift] [gpm] [ft/s] [ft] 14172 59476 59477 8.000 220.000 130.000 -88 .575 -0.565 0.000 I 4173 59597 59577 6.000 141.000 130.000 -119.405 -1.355 0.000 4174 59521 59597 6.000 250 .000 130.000 -111.625 -1 .267 0.000 4175 59605 59521 8.000 215 .000 130.000 -35.273 -0.225 0.000 14176 59441 59605 8.000 280.000 130.000 -25.273 -0.161 0.000 1 4177 59437 59441 8.000 70.000 130.000 -54.653 -0.349 0.000 14178 59456 59457 8.000 360.000 130.000 18.248 0.116 0.000 I 4179 59449 59429 6.000 240.000 130.000 -2.898 -0.033 0.000 I 4180 59456 59449 8.000 140.000 130.000 1.135 0.007 0.000 4181 59429 59537 6 .000 285.000 130.000 4 .643 0.053 0.000 4182 59432 59636 6.000 122.000 130.000 -36.558 -0.415 0.000 I 4183 59636 59521 6.000 116.000 130.000 -41.558 -0.472 0.000 I 4184 59496 59465 8.000 341.000 130.000 -27.255 -0.174 0.000 I 4185 59650 59387 12.000 44.000 130.000 -2897.105 -8.218 0.800 4186 59651 59428 12.000 65.000 130.000 2641.015 7.492 0.995 4188 59650 59651 12.000 190 .000 130.000 2641.015 7.492 2.909 I 4189 59516 59518 8.000 75.000 130 .000 70.480 0.450 0.000 14190 1 59518 1 59519 j 8.ooo 345.000 130.000 64.650 0.413 0.000 I 4191 59522 59519 8.000 330.000 130.000 -13.050 0 .083 0.000 4192 59524 59522 4.000 80.000 130.000 -7 .220 -0.184 0.000 4193 59527 59524 4.000 30.000 130.000 -7.220 -0.184 0.000 14196 59520 59372 8 .000 13.798 130.000 0.000 0.000 0.000 EXHIBIT6A Description: Steady State Analysis EXHIBIT6B MikeNET Analysis Peak Day with Cottages & Fireflow of 1125 gpm at Node 59497 and Node 59512 Results -Junctions Number of Junctions : 77(Selection) Junction ID Description Elevation Demand Grade Pressure [ft] [gpm] [ft] [psi] 59320 313.500 0.000 482.849 73.379 59343 312.750 0.000 482.848 73.703 59370 312.000 0.000 476.690 71.360 59372 326.000 0.000 -23679936.0 -10260658.0 I 59383 326.000 0 .000 -23679936.0 -10260658.0 59384 325.000 0.000 -23679936.0 -10260657 .0 59385 321.000 0.000 472.530 65.658 59386 320.000 13.300 472 .565 66.106 59387 318.000 23.520 473.392 67.331 159388 304.000 22.500 478.075 75.427 59389 316.000 15.940 481.914 71.890 59409 328.500 0.000 -23679936.0 -10260659.0 59410 328.000 0.000 -23679936.0 -10260658.0 59411 327.000 98.890 -23679936.0 -10260658.0 59412 327.000 0 .000 472.502 63.046 59413 324.000 7.720 472.510 64.349 59414 320.000 22.500 472.518 66.086 59415 328.000 0.000 491.602 70.889 Quality 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EXHIBIT6B Junction ID Description Elevation Demand Grade Pressure Quality [ft] [gpm] [ft] [psi] I 59416 327.000 0.000 491.602 71.322 0.000 159417 323.000 0.000 -23679936.0 -10260656 .0 0.000 I 59419 317.914 6.000 484.449 72 .160 0 .000 59420 321.000 28.500 486.185 71.575 0 .000 59421 327.250 98.890 -23679936.0 -10260658.0 0.000 59425 325.700 5.560 465.788 60.700 0.000 59428 323.300 5.000 468.687 62.996 0.000 I 59429 339.200 10 .000 -26975170.0 -11688488.0 0 .000 59432 336 .800 5.830 -26975170.0 -11688487.0 0.000 59437 326.700 3.330 -26975170.0 -11688483.0 0.000 I 59440 332 .200 20.830 -26975170.0 -11688485 .0 0.000 59441 328.000 16.670 -26975170.0 -11688483.0 0.000 59444 327.500 1.110 -26975170.0 -11688483.0 0.000 I 59445 I 1336.200 18.610 1-26975170.0 1-11688487.0 0.000 I 59449 339.200 8.610 -26975170.0 -11688488.0 0.000 159456 340.000 11.110 -26975170.0 -11688488.0 0.000 159457 345.300 18 .890 -26975170.0 -11688491.0 0.000 I 59460 341.500 11.110 -26975170.0 -11688489 .0 0.000 59465 322.500 0.000 -26975170.0 -11688481.0 0.000 59473 330.500 5.830 -26975170.0 -11688484 .0 0.000 59476 330.500 8.330 -26975170.0 -11688484.0 0 .000 59477 326.500 13.060 -26975170.0 -11688483.0 0.000 59480 323.700 5 .560 -26975170.0 -11688481.0 0.000 59484 324.500 6.940 -26975170.0 -11688482 .0 0 .000 EXHIBIT6B Junction ID Description Elevation Demand Grade Pressure Quality I [ft] [gpm] [ft] [psi] l 59488 326.000 6.940 -26975170.0 -11688482.0 0.000 59489 325.700 5.560 465.745 60 .681 0.000 59496 318.000 148 .330 -26975170.0 -11688479 .0 0 .000 59497 328.800 1125.000 424.960 41.666 0.000 59500 330.000 0.000 433.723 44.943 0.000 I 59504 329.300 0.000 436.559 46.475 0.000 I 59508 330.800 0.000 433.651 44.565 0.000 I 59512 326.600 1125.000 448.294 52.730 0 .000 159513 327.000 0.000 448.291 52.556 0.000 159516 332.000 11.890 -26975170.0 -11688485.0 0.000 I I 59517 334 .000 15.830 -26975170.0 -11688486.0 0.000 I 59518 331.000 5.830 -26975170 .0 -11688485.0 0.000 159519 327.500 7.500 -26975170.0 -11688483.0 0.000 59520 324.000 58.890 -26975170.0 -11688482.0 0.000 59521 333.700 12.500 -26975170.0 -11688486.0 0 .000 159522 329.750 0.000 -26975170 .0 -11688484.0 0.000 159523 330.700 5.830 -26975170.0 -11688484.0 0.000 159524 331.000 0 .000 -26975170.0 -11688485.0 0 .000 59525 336.800 24.170 -26975170.0 -11688487 .0 0.000 59526 334.400 0.000 -26975170 .0 -11688486.0 0.000 59527 331.700 7.220 -26975170.0 -11688485 .0 0.000 59537 339.000 13.890 -26975170.0 -11688488.0 0.000 59541 320.700 0.000 468.687 64.123 0.000 59548 323.300 11.670 448.280 54.154 0.000 EXHIBIT 6B I J u nction ID Descriptio n E levation Demand Grad e Pressure Q u a lity I [ft] [gpm] [ft] [psi] 59552 329.200 0.000 447.153 51.109 0 .000 59553 329 .000 0.000 447.153 51.196 0.000 59560 330.000 0.000 436 .559 46.172 0.000 159565 327.000 0.000 447.153 52.062 0.000 159569 328.000 0.000 442.101 49.440 0.000 59577 331.500 1.670 -269 75170 .0 -11688485.0 0.000 59597 332.000 7.780 -26975170.0 -11688485 .0 0.000 59605 332 .000 10 .000 -26975170 .0 -11688485.0 0.000 59636 335.500 5.000 -26975170 .0 -11688487.0 0.000 I 59650 319.000 0.000 472.592 66.551 0.000 159651 I 1323.300 1 o.ooo 1469.683 163.428 0.000 I EXHIBIT6B Description: Steady State Analysis EXHIBIT7A MikeNET A na lysis Peak Day with Cottages & Firetlow of 1750 g pm at Node 595 20 and Node 59560 Results -Pipes Number of Pipes: 86(Selection) Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 [in] [ft] [millift] [gpm] [ft/s) [ft] I 2789 1905 59419 18.000 323.833 130.000 -3371.246 -4.250 1.081 I 4034 59343 59320 10.000 24 .207 130.000 -87.727 -0.358 0.002 14081 59372 59383 8.000 67.476 130.000 -65 .927 -0.421 0.000 4082 59383 59384 8.000 219.605 130 .000 -65 .927 -0.421 0.000 4083 59384 59417 8.000 145 .559 130.000 -65.927 -0.4 2 1 0.000 I 4084 59385 59386 12 .000 191.426 130.000 -162 .073 -0.460 0.017 I 4085 59386 59650 12 .000 132.716 130.000 -175.373 -0.497 0 .013 14086 59387 59370 12.000 178.807 130 .000 -26 2 8.417 -7.456 2.714 4087 59370 59388 12.000 75 .067 130 .000 -2628.417 -7.456 1.139 4088 59388 59389 12 .000 205 .106 130.000 -2650.917 -7.520 3.16 2 4089 59389 1905 12.000 70 .514 130.000 -2666.857 -7 .565 1.099 4112 59409 59410 8.000 163.379 130.000 32.963 0 .2 10 0.000 4113 59410 59411 8.000 224.058 130.000 32.963 0.210 0 .000 4114 59411 59412 8.000 533.174 130.000 0 .000 0.000 0.000 4115 5941 2 59413 12 .000 198 .126 130.000 -65.927 -0.187 0.003 14116 59413 59414 12.000 189.095 130 .000 -73 .647 -0 .209 0 .004 I 4117 59414 59385 12.000 181.22 0 130.000 -96 .147 -0.273 0.006 EXHIBIT7A -I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I I [in] [ft] [millift] [gpm] [ft/s] [ft] 14118 59412 59415 12.000 469.078 130.000 0.000 0 .000 0.000 I 4119 59415 59416 12.000 205.042 130.000 -0 .000 -0.000 0.000 I 4120 6796 1975 42.000 110.901 120.000 5296.168 1.226 0.016 I 4121 59416 6796 12.000 208.331 130.000 -0.001 -0.000 0.000 14122 59372 59421 8.000 483.656 130.000 131.853 0.842 0.000 I 4123 59417 59385 12.000 103.451 130.000 0.000 0.000 0.000 14126 59419 59420 18.000 466.057 130.000 -3377.246 -4.258 1.561 4127 59420 1887 18 .000 872.610 130.000 -3405.746 -4.294 2.969 4128 59421 59409 8.000 387.702 130.000 32.963 0.210 0.000 4130 59425 59428 12.000 190 .000 130.000 -2288.854 -6.493 2.232 4131 59429 59432 6.000 145 .000 130.000 -20 .056 -0.228 0.000 I 4133 59437 59440 8.000 300.000 130 .000 38 .980 0.249 0.000 I 4134 59441 59444 8.000 130 .000 130.000 -4.865 -0.031 0.000 I 4135 59445 59432 6.000 240.000 130.000 -16.653 -0.189 0 .000 14136 59445 59449 6.000 145.000 130.000 8.043 0.091 0.000 1 4137 159440 159456 18.000 I 280 .000 1 130.000 1 18.150 I 0.116 I o.ooo 4138 59457 59460 6 .000 380.000 130.000 -3.656 -0.041 0 .000 4140 59465 59444 8.000 150.000 130.000 -47 .847 -0.305 0 .000 I 4141 59444 59473 8.000 45.000 130.000 -53 .823 -0.344 0.000 4142 59473 59476 8.000 135 .000 130 .000 -59.653 -0.381 0.000 4143 59477 59480 8.000 265 .000 130.000 -81.043 -0.517 0 .000 4144 59480 59484 8.000 105.000 130.000 -86.603 -0.553 0 .000 4145 59484 59488 8.000 200.000 130.000 -93.543 -0.597 0.000 14146 59489 59425 8.000 110.000 130 .000 -106 .043 -0.677 0.031 EXHIBIT7A P ipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4147 59496 59343 8.000 340.000 130.000 0.000 0.000 0.000 4148 59497 59500 6.000 95.000 130.000 -2.080 -0.024 0.000 4149 59500 59504 8.000 87.000 130.000 -1246.131 -7.954 2.389 14150 59500 59508 8.000 55.000 130.000 1241.831 7.926 1.500 14151 159425 159512 1 8.000 1 175 .000 1 130.000 12177.251 -~3 .897 13.505 I 4152 59519 59520 8.000 115.000 130.000 999.817 6.382 2.100 14153 59521 59517 8.000 115.000 130.000 -33.121 -0.211 0.000 4154 59523 59522 6.000 25.000 130.000 -5.830 -0.066 0.000 4155 59537 59525 6.000 295 .000 130.000 -27 .361 -0.310 0.000 4156 59508 59516 8.000 140.000 130.000 1138.569 7.267 3.252 4157 59516 59517 8.000 374.600 130.000 0.000 0.000 0.000 14158 59460 59537 6.000 165 .000 130.000 -14.766 -0.168 0.000 1 4159 59541 59428 8.000 250.000 130.000 -95 .670 -0.611 0.059 14160 59512 59513 6.000 132 .000 130.000 11.670 0.132 0.003 14161 59565 59552 6.000 120.000 130 .000 18.330 0.208 0.005 4162 59553 59552 4 .000 105 .000 130.000 -10.000 -0.255 0.011 4163 59504 59560 6.000 66.000 130.000 877.500 9.957 3.843 14164 159517 159526 18.000 190.000 1 130 .000 51.531 0.329 0.000 14165 59565 59512 8.000 35.000 -130.000 -2160.021 -13.787 2.662 - 4166 59565 59569 8.000 155.000 130.000 2136.131 13.634 11.546 4167 59504 59569 8.000 170.000 130 .000 -2129.191 -13 .590 r 12 .588 .. 4168 59577 59508 6 .000 75.000 130 .000 0.000 0.000 0 .000 4169 59488 59489 8.000 190.000 130 .000 0.000 0.000 0.000 14170 59513 59548 4.000 81 .000 130.000 11.670 0.298 0.011 EXHIBIT7A Pipe Node Node Diameter Length Ro ughness Flow Velocity Head loss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4171 59525 59526 6.000 110.000 130.000 -51.531 -0.585 0.000 \ 4172 59476 59477 8.000 220.000 130.000 -67 .983 -0.434 0.000 I 4173 59597 59577 6.000 141.000 130.000 -98.812 -1.121 0.000 14174 59521 59597 6.000 250 .000 130 .000 -91.032 -1.033 0 .000 I 4175 59605 59521 8 .000 215.000 130.000 -64.114 -0.409 0.000 14176 59441 59605 8.000 280 .000 130.000 -54.114 -0.345 0.000 I 4177 59437 59441 8.000 70.000 130 .000 -42 .310 -0.270 0.000 1 4178 59456 59457 8 .000 360.000 130.000 15.234 0.097 0.000 I 4179 59449 59429 6.000 240.000 130.000 -8.761 -0.099 0.000 1 4180 59456 59449 8 .000 140 .000 130.000 -8.194 -0.052 0.000 14181 59429 59537 6.000 285.000 130.000 1.295 0 .015 0.000 14182 59432 59636 6.000 122.000 130.000 -42.539 -0.483 0.000 4183 59636 59521 6.000 116.000 130.000 -47 .539 -0.539 0.000 4184 59496 59465 8.000 341.000 130.000 -47.847 -0.305 0.000 14185 59650 59387 12.000 44.000 130.000 -2604 .897 -7.390 0.657 14186 59651 59428 12.000 65.000 130.000 2389.524 6.779 0.827 I 4188 59650 59651 12.000 190 .000 130 .000 2429.524 6 .892 2.493 I 4189 59516 59518 8.000 75.000 130 .000 1026.197 6.550 1.437 4190 59518 59519 8.000 345.000 130.000 1020.366 6 .513 6.542 4191 59522 59519 8 .000 330.000 130.000 -13.050 0.083 0.002 4192 59524 59522 4.000 80.000 130 .000 -7.220 -0.184 0 .005 14193 59527 59524 4.000 30.000 130.000 -7.220 -0.184 0.002 14196 59520 59372 8.000 13 .798 130.000 0.000 0.000 0.000 EXHIBIT7A Description: Steady State Analysis EXHIBIT7B MikeNET Analysis Peak Day with Cottages & Firetlow of 1750 gpm at Node 59520 and Node 59560 Results -Junctions Number of Junctions: 77(Selection) I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] 59320 313.500 0.000 484.460 74.077 59343 312.750 0.000 484.458 74.401 59370 312.000 0.000 479.459 72.560 59372 326.000 0.000 -14688074.0 -6364483.50 159383 326.000 0 .000 -14688074.0 -6364483.50 59384 325.000 0.000 -14688074.0 -6 364483.50 59385 321.000 0 .000 476.058 67 .187 59386 320.000 13 .300 476.075 67.627 59387 318.000 23.520 476 .745 68.784 I 59388 304.000 22.500 480.598 76 .520 159389 I 1316.000 15.940 483.761 72.691 l 59409 328.500 0.000 -14688074.0 -6364485.00 59410 328.000 0 .000 -14688074.0 -6364484 .50 59411 327.000 98.890 -14688074.0 -6364484.00 159412 327.000 0 .000 476.045 64.581 59413 324.000 7.720 476 .048 65.883 59414 320.000 22.500 476 .052 67.617 159415 328.000 0.000 492.470 71.265 Quality 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0 .000 EXHIBIT7B 59416 327.000 0.000 492.470 71.698 0.000 59417 323.000 0.000 -14688074.0 -6364482.50 0.000 \ 59419 317.914 6.000 485.941 72.806 0.000 J 59420 321.000 28.500 487.503 72.146 0.000 I 59421 327.250 98.890 -14688074.0 -6364484.50 0.000 59425 325.700 5.560 470.537 62.758 0.000 59428 323.300 5.000 472.769 64.765 0.000 \59429 339.200 10.000 -22387144.0 -9700496.00 0.000 159432 336.800 5.830 -22387144.0 -9700495 .00 0.000 159437 326.700 3.330 -22387144.0 -9700491.00 0.000 59440 332.200 20.830 -22387144.0 -9700493.00 0.000 59441 328.000 16.670 -22387144.0 -9700492.00 0.000 J 59444 327.500 1.110 -22387144.0 -9700491.00 0.000 I 59445 336.200 8.610 -22387144.0 -9700495.00 0.000 I 59449 339.200 8.610 -22387144 .0 -9700496.00 0.000 I 59456 340.000 11.110 -22387144.0 -9700497.00 0.000 I 59457 345.300 18.890 -22387144 .0 -9700499.00 0.000 159460 341.500 11.110 -22387144 .0 -9700497.00 0.000 I 59465 322.500 0.000 -22387144 .0 -9700489.00 0.000 I 59473 330.500 5.830 -22387144.0 -9700493.00 0.000 59476 330.500 8.330 -22387144.0 -9700493.00 0.000 59477 326.500 13.060 -22387144.0 -9700491.00 0.000 59480 323.700 5.560 -22387144.0 -9700490.00 0.000 59484 324.500 6.940 -22387144.0 -9700490.00 0.000 59488 326.000 6.940 -22387144.0 -9700491.00 0.000 59489 325.700 5 .560 470 .506 62.744 0.000 EXHIBIT7B 59496 318.000 148.330 -2238 7 144.0 -9 70048 7.00 0.000 59497 328.800 2 .080 427 .848 42.917 0.000 159500 330.000 2.220 427.848 42.397 0.000 I 59504 329.300 5.560 430.236 43 .736 0.000 I 59508 330 .800 2.780 426.34 7 41.401 0.000 159512 326.600 5.560 457.032 56.516 0.000 159513 327 .000 0.000 457.030 56.342 0.000 59516 332 .000 11.890 423.095 39.472 0.000 59517 334.000 15.830 -2238 7 144 .0 -9700494.00 0.000 59518 331.000 5.830 421.658 39.282 0.000 59519 327 .500 7.500 415 .11 7 37 .964 0.000 59520 324 .000 933.890 413 .017 38.571 0.000 J 59521 333 .700 12.500 -2238 7 144.0 -9700494 .00 0.000 j 59522 329.750 0 .000 415.115 36.989 0.000 I 59523 330.700 5.830 415.115 36 .577 0 .000 59524 331.000 0.000 415.110 36.445 0.000 59525 336.800 24.170 -2238 7 144.0 -9700495.00 0 .000 59526 334.400 0.000 -2238 7 144 .0 -9700494.00 0 .000 59527 331.700 7.220 415.108 36.141 0.000 159537 339.000 13.890 -2238 7 144.0 -9700496.00 0.000 59541 320.700 95 .670 472.710 65.866 0.000 59548 323.300 11.670 457.018 57.940 0.000 59552 329.200 8.330 454 .365 54.234 0.000 59553 329.000 10.000 454.354 54 .316 0.000 I 59560 330.000 877.500 426.394 41.767 0.000 59565 327.000 5 .560 454.371 55 .190 0 .000 EXHIBIT7B 159569 328.000 6.940 442.824 49.753 0.000 159577 331.500 1.670 -2238 7 144.0 -9700493.00 0.000 j 59597 332.000 7.780 -2238 7 144 .0 -9700493 .00 0.000 59605 332.000 10.000 -2238 7 144 .0 -9700493 .00 0.000 59636 335.500 5.000 -2238 7 144.0 -9700495 .00 0.000 I 59650 319.000 0.000 476.088 68 .066 0.000 I 59651 323.300 40.000 473.596 65.123 0.000 EXHIBIT7B Description: Steady State Analysis EXHIBIT SA MikeNET Analysis Peak Day with Cottages & Fireflow at Node 59526 Results -Pipes Number of Pipes: 87(Selection) Pipe Node Node Diameter Length Roughness ID 1 2 [in] [ft] [millift] I 2789 1905 59419 18.000 323.833 130.000 1 4034 59343 59320 10.000 24.207 130.000 I 4081 59372 59383 8.000 67.476 130.000 14082 59383 59384 8.000 219.605 130.000 14083 59384 59417 8.000 145 .559 130.000 14084 59385 59386 12.000 191.426 130.000 14085 59386 59650 12.000 132 .716 130.000 I 4086 59387 59370 12.000 178.807 130.000 4087 59370 59388 12.000 75 .067 130.000 4088 59388 59389 12.000 205.106 130.000 \ 4089 59389 1905 12.000 70.514 130.000 I 4112 59409 59410 8.000 163.379 130.000 I 4113 59410 59411 8.000 224.058 130.000 4114 59411 59412 8.000 533.174 130.000 4115 59412 59413 12.000 198.126 130.000 14116 59413 59414 12.000 189.095 130.000 4117 59414 59385 12.000 181.220 130.000 Flow Velocity Head loss [gpm] [ft/s] [ft] -3190.212 -4.022 0.976 -611.844 -2.499 0 .060 -65.927 -0.421 0.000 -65.927 -0.421 0.000 -65 .927 -0.421 0.000 -162.073 -0.460 0.017 -175.373 -0.497 0.013 -1503.973 -4.266 0.965 -1503.973 -4.266 0.405 -1526.473 -4.330 1.138 -1542.413 -4.376 0.399 32.963 0.210 0.000 32 .963 0.210 0 .000 0.000 0.000 0.000 -65 .927 -0.187 0 .003 -73 .647 -0.209 0.004 -96.147 -0.273 0.006 EXHIBIT SA Pipe Node Node Diameter Length Ro ughness Flow Velocity Headloss ID 1 2 I I I I [in] [ft] [millift] [gpm] [ft/s] [ft] 14118 5941 2 59415 12.000 469 .078 130.000 0.000 0.000 0.000 4119 59415 59416 12 .000 205.042 130.000 -0 .000 -0.000 0.000 4120 6796 1975 42.000 110.901 120.000 5152.337 1.193 0.015 14121 59416 6796 12.000 208 .331 130 .000 -0.000 -0 .000 0.000 I 4122 59372 59421 8.000 483.656 130.000 131.853 0.842 0.000 I 4123 59417 59385 12 .000 103.451 130.000 0.000 0.000 0.000 I 4126 59419 59420 18 .000 466 .057 130.000 -3196.212 -4.030 1.410 I 4127 5942 0 1887 18 .000 872.610 130 .000 -3 224.712 -4.066 2.684 I 4128 59421 59409 8.000 387.702 130.000 32.963 0.210 0.000 14130 59425 59428 12.000 190 .000 130.000 -1164.409 -3 .303 0.638 \ 4131 59429 59432 6 .000 145.000 130.000 -2 0.405 -0 .23 2 0.000 I 4133 59437 59440 8.000 300.000 130 .000 43.797 0.280 0.000 14134 59441 59444 8 .000 130.000 130.000 -802.157 -5.120 1.579 J 4135 59445 59432 6.000 240 .000 130.000 -15.892 -0 .180 0.000 4136 59445 59449 6.000 145 .000 130.000 7.282 0 .083 0.000 14137 59440 59456 8 .000 280.000 130.000 22 .967 0.147 0.000 j 4138 59457 59460 6.000 380.000 130.000 -2.018 -0 .023 0.000 14140 59465 59444 8 .000 150 .000 130.000 826.597 5.276 1.926 14141 59444 59473 8.000 45.000 130 .000 0.000 0.000 0.000 I 4142 59473 59476 8.000 135 .000 130.000 17 .500 0.112 0.000 I 4143 59477 59480 8.000 265.000 130 .000 -3 .890 -0 .02 5 0.000 14144 59480 59484 8 .000 105.000 130 .000 -9.450 -0 .060 0.000 14145 59484 59488 8.000 200 .000 130.000 -16.390 -0.105 0.000 I 4146 59489 59425 8 .000 110 .000 130 .000 -28 .890 -0.184 0 .003 EXHIBIT SA I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s) [ft] I 4147 59496 59343 8.000 340 .000 130.000 -974.927 -6.223 5.925 4148 59497 59500 6.000 95.000 130.000 -2.080 -0.024 0.000 4149 59500 59504 8.000 87.000 130.000 -1073.839 -6.854 1.813 14150 59500 59508 8.000 55.000 130.000 1069 .539 6.827 1.138 4151 59425 59512 8.000 175.000 130.000 1129.959 7.212 4.008 4152 59519 59520 8.000 115.000 130.000 124.817 0.797 0 .045 I 4153 59521 59517 8.000 115.000 130.000 924.958 5.904 1.818 14154 59523 59522 6.000 25.000 130.000 -5.830 -0.066 0.000 \ 4155 59537 59525 6.000 295.000 130.000 -22.957 -0.260 0.000 I 4156 59508 59516 8.000 140.000 130.000 801.085 5.113 1.696 \ 4157 59516 59517 8.000 374.600 130 .000 637.998 4.072 2.977 14158 59460 59537 6.000 165.000 130.000 -13.128 -0 .149 0.000 \ 4159 59541 59428 8.000 250.000 130.000 -95.670 -0.611 0.059 4160 59512 59513 6.000 132.000 130.000 11.670 0.132 0.003 4161 59565 59552 6 .000 120 .000 130.000 18.330 0.208 0.005 4162 59553 59552 4 .000 105.000 130.000 -10 .000 -0.255 0.011 4163 59504 59560 6.000 66 .000 130 .000 2.500 0.028 0.000 4164 59517 59526 8.000 90.000 130.000 1547.127 9.875 3.689 14165 59565 59512 8.000 35.000 130.000 -1112.729 -7.102 0.779 I 4166 59565 59569 8.000 155 .000 130.000 1088.839 6.950 3.315 14167 159504 159569 18.ooo I 110 .000 1 130.000 1-1081.899 -6.906 3.593 4168 59577 59508 6.000 75 .000 130 .000 -265.6 75 -3 .015 0.478 4169 59488 59489 8.000 190.000 130.000 0.000 0.000 0.000 I 4170 59513 59548 4.000 81.000 130.000 11 .670 0.298 0 .011 EXHIBIT8A I Pipe Node Node I Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4171 59525 59526 6.000 110.000 130 .000 0.000 0.000 0.000 4172 59476 59477 8.000 220.000 130.000 9.170 0.059 0.000 14173 59597 59577 6.000 141.000 130.000 -264.005 -2.996 0.888 4174 59521 59597 6 .000 250.000 130.000 -256.225 -2.907 1.489 4175 59605 59521 8.000 215.000 130.000 728.361 4.649 2.184 4176 59441 59605 8.000 280.000 130.000 738.361 4.713 2.916 I 4177 59437 59441 8.000 70 .000 130.000 0 .000 0.000 0 .000 I 4178 59456 59457 8.000 360.000 130.000 16.872 0.108 0.000 4179 59449 59429 6.000 240 .000 130 .000 -6.343 -0.072 0.000 I 4180 159456 159449 8.000 140 .000 130 .000 -5.015 -0.032 0.000 14181 59429 59537 6.000 285.000 130.000 4.062 0.046 0.000 14182 59432 59636 6.000 122 .000 130 .000 -42.127 -0.478 0 .000 I 4183 59636 59521 6.000 116.000 130.000 0.000 0.000 0 .000 4184 59496 59465 8.000 341.000 130.000 826 .597 5.276 4.378 4185 59650 59387 12.000 44 .000 130.000 -1480.453 -4.200 0.231 I 4186 59651 59428 12 .000 65.000 130.000 1265 .079 3.589 0.255 \ 4188 59650 59651 12 .000 190.000 130.000 1305.079 3.702 0.789 14189 59516 59518 8.000 75 .000 130.000 151.197 0.965 0.041 I 4190 59518 59519 8.000 345 .000 130 .000 145.367 0.928 0.177 I 4191 59522 59519 8.000 330.000 130 .000 -13 .050 0.083 0.002 4192 59524 59522 4.000 80.000 130.000 -7.220 -0.184 0.005 4193 59527 59524 4.000 30.000 130.000 -7 .220 -0.184 0.002 4196 59520 59372 8 .000 13.798 130 .000 0.000 0.000 0.000 EXHIBIT8A Description: Steady State Analysis EXHIBIT8B MikeNET Analysis Peak Day with Cottages & Fireflow at Node 595 2 6 Results -Junctions Number of Junctions: 77(Selection) I Junction ID Description Elevation Demand I [ft] [gpm] ' 59320 313.500 0.000 I 59343 312.750 0.000 I 59370 312.000 0.000 I 59372 326.000 0.000 159383 326.000 0.000 ' 59384 325 .000 0.000 I 59385 321.000 0 .000 I 59386 320.000 13.300 159387 318.000 23.520 159388 304.000 22.500 159389 316.000 15 .940 ' 59409 328.500 0.000 j 59410 328.000 0.000 I 59411 327.000 98.890 j 59412 327.000 0.000 I 59413 324.000 7.720 I 59414 320 .000 22.500 I 59415 328.000 0.000 Grade Pressure [ft] [psi] 482.852 73.380 482.792 73 .679 484.263 74.642 -14688049.0 -6364473.00 -14688049.0 -6364473 .00 -14688049.0 -6364472 .50 483 .037 70.211 483.054 70.651 483 .298 71.624 484 .668 78.284 485.806 73.577 -14688049.0 -6364474.00 -14688049.0 -6364474.00 -14688049.0 -6364473.50 483.024 67.605 483.028 68.907 483.031 70.642 493.174 71.570 EXHIBIT8B I • ID Junction Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] (psi] 159416 327.000 0.000 493.174 72.003 159417 323.000 0.000 -14688049.0 -6364471.50 I 59419 317.914 6.000 487.181 73.343 l 59420 321.000 28.500 488.591 72.617 I 59421 327.250 98.890 -14688049.0 -636447 3.50 J 59425 325.700 5.560 481.386 67.459 I 59428 323.300 5.000 482.024 68.775 I 59429 339.200 10.000 -10499403.0 -4549538.50 I 59432 336.800 5.830 -10499403 .0 -4549537.50 I 59437 326.700 3.330 -10499403.0 -4549533.00 I 59440 I 1332.200 120.830 1-10499403 .0 1-4549535.50 I 59441 328.000 16.670 468.985 61.089 \ 59444 327.500 1.110 470.564 61.990 \ 59445 336.200 8.610 -10499403.0 -4549537.00 I 59449 339 .200 8.610 -10499403.0 -4549538.50 I 59456 340 .000 11.110 -10499403.0 -4549538.50 I 59457 345.300 18.890 -10499403 .0 -4549541 .00 I 59460 341.500 11.110 -10499403.0 -4549539 .50 I 59465 322.500 0.000 472.490 64.991 159473 330.500 5.830 -5197471.00 -2252207.50 159476 330.500 8.330 -5197471.00 -2252207.50 I 59477 326.500 13.060 -5197471.00 -2252205.75 I 59480 323.700 5.560 -5197471.00 -2252204.50 159484 I 1324.500 16.940 -5197471.00 -2252204.75 EXHIBIT 8B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59488 326 .000 6.940 -5197471.00 -2252205 .50 159489 325.700 5.560 481.383 67.457 I 59496 318.000 148.330 476.867 68.837 I 59497 328.800 2.080 467.878 60.262 I 59500 330.000 2.220 467.878 59.743 \ 59504 329.300 '5.560 469.691 60.832 I 59508 330.800 2.780 466.740 58.903 I 59512 326.600 5.560 477.378 65.332 I 59513 327.000 0.000 477.375 65.158 159516 332.000 11.890 465 .044 57.648 I 59517 334.000 15 .830 462.068 55.492 I 59518 331.000 5.830 465.003 58.063 I 59519 327.500 7.500 464.826 59 .503 I 59520 324 .000 58.890 464.781 61.001 I 59521 333 .700 12.500 463.886 56.409 I 59522 329.750 0.000 464.824 58.527 I 59523 330.700 5.830 464.824 58.116 I 59524 331.000 0.000 464.819 57.984 I 59525 336.800 24.170 -10499403.0 -4549537 .50 I 59526 334.400 1500.000 458.379 53.720 I 59527 331.700 7.220 464.817 57.680 I 59537 339 .000 13.890 -10499403.0 -4549538.00 \ 59541 320.700 95.670 481.965 69 .876 159548 323.300 11.670 477.364 66.756 EXHIBIT8B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] 159552 329.200 8.330 476.593 63.865 I 59553 329.000 10 .000 476 .582 63.947 I 59560 330.000 2.500 469.691 60.528 I 59565 327.000 5.560 476.599 64.821 159569 328.000 6 .940 473.284 62.952 I 59577 331 .500 1.670 466.262 58 .393 I 59597 332.000 7 .780 465.375 57 .791 I 59605 332.000 10.000 466.069 58 .092 I 59636 335 .500 5 .000 -10499403 .0 -4549536.50 I 59650 319.000 0 .000 483 .068 71.090 I I 1323.300 140 .000 59651 482.279 68.886 EXIIlBIT SB Description: Steady State Analysis EXHIBIT9A MikeNET Analysis Peak Day with Cottages & Firetlow at Node 59441 Results -Pipes Number of Pipes: 86(Selection) Pipe Node Node Diameter Length Roughness ID 1 2 [in] [ft] [millift] 4034 59343 59320 10.000 24 .207 130 .000 4081 59372 59383 8.000 67.476 130 .000 4082 59383 59384 8.000 219.605 130.000 4083 59384 59417 8.000 145.559 130.000 4084 59385 59386 12.000 191.426 130.000 1 4085 59386 59650 12.000 132.716 130.000 14086 59387 59370 12.000 178.807 130.000 4087 59370 59388 12.000 75.067 130.000 4088 59388 59389 12.000 205.106 130.000 4089 59389 1905 12.000 70.514 130.000 4112 59409 59410 8.000 163.379 130.000 14113 59410 59411 8.000 224.058 130.000 4114 59411 59412 . 8.000 533.174 130.000 4115 59412 59413 12.000 198:126 130.000 I 4116 59413 59414 12.000 189.095 130.000 I 4117 59414 59385 12.000 181.220 130.000 I 4118 59412 59415 12.000 469.078 130.000 Flow Velocity Headloss [gpm] [ft/s] [ft] -698.359 -2.853 0.077 -65.927 -0.421 0.000 -65 .927 -0.421 0.000 -65.927 -0.421 0.000 -16 2.073 -0.460 0.017 -175.373 -0.497 0.013 -1362.787 -3.866 0.804 -1362.787 -3 .866 0.338 -1385.287 -3.930 0.951 -1401.227 -3.975 0.334 32.963 0.210 0.000 32.963 0.210 1.000 0.000 0.000 0.000 -65.927 -0.187 0.003 -73.647 -0.209 0.004 -96.147 -0 .273 0.006 0.000 0.000 0.000 EXHIBIT 9A Pi pe Node Node D iameter Length Ro ughness Flow Ve locity Headloss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4119 59415 59416 12 .000 205.042 130.000 0.000 0 .000 0.000 I 4120 6796 1975 42.000 110.901 120.000 5150.417 1.193 0.015 \ 4121 59416 6796 12.000 208.331 130.000 -0 .000 -0.000 0.000 4122 59372 59421 8.000 483.656 130.000 131.853 0.842 0.000 4123 59417 59385 12.000 103.451 130.000 0 .000 0 .000 0.000 4126 59419 59420 18.000 466 .057 130 .000 -3190.239 -4.022 1.405 I 4127 59420 1887 18.000 872 .610 130 .000 -3218 .738 -4.058 2.674 14128 59421 59409 8.000 387 .702 130.000 32.963 0.210 0.000 I 4130 59425 59428 12 .000 190.000 130.000 -1023.224 -2.903 0.502 4131 59429 59432 6 .000 145.000 130 .000 -20.405 -0 .232 0.000 4133 59437 59440 8.000 300.000 130.000 43 .797 0.280 0 .000 14134 59441 59444 8.000 130 .000 130.000 -943.343 -6 .021 2.131 14135 59445 59432 6 .000 240.000 130 .000 -15 .892 -0 .180 0.000 4136 59445 59449 6.000 145 .000 130.000 7.282 0.083 0 .000 4137 59440 59456 8.000 280.000 130.000 22.967 0 .147 0 .000 1 4138 59457 59460 6.000 380.000 130 .000 -2.018 -0.023 0.000 14140 59465 59444 8.000 150.000 130.000 967.783 6.177 2 .579 14141 59444 59473 8 .000 45 .000 130 .000 0.000 0 .000 0.000 14142 59473 59476 8.000 135 .000 130.000 17.500 0.112 0.000 14143 59477 59480 8.000 265 .000 130.000 -3 .890 -0 .025 0.000 I 4144 59480 59484 8.000 105.000 130.000 -9.450 -0.060 0.000 1 4145 59484 59488 8.000 200 .000 130 .000 -16.390 -0.105 0.000 14146 59489 59425 8.000 110 .000 130.000 -28.890 -0 .184 0.003 4147 59496 59343 8.000 340.000 130 .000 -1116 .113 -7.124 7.612 EXBIBIT9A Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4148 59497 59500 6.000 95.000 130.000 -2 .080 -0.024 0.000 14149 59500 59504 8.000 87.000 130.000 -932.654 -5.953 1.397 4150 59500 59508 8.000 55.000 130.000 928.354 5.925 0.875 4151 59425 59512 8.000 175.000 130.000 988.774 6.311 3.130 4152 59519 59520 8.000 115.000 130 .000 124.817 0.797 0.045 4153 59521 59517 8.000 115.000 130 .000 -414.148 -2.643 0.411 14154 59523 59522 6.000 25.000 130 .000 -5.830 -0.066 0.000 I 4155 59537 59525 6.000 295.000 130.000 -22.957 -0.260 0.000 14156 59508 59516 8.000 140.000 130.000 640 .191 4.086 1.120 4157 59516 59517 8.000 374.600 130.000 477.104 3 .045 1.738 4158 59460 59537 6 .000 165.000 130 .000 -13.128 -0.149 0.000 14159 59541 59428 8.000 250.000 130.000 -95.670 -0 .611 0.059 14160 59512 59513 6.000 132.000 130.000 11.670 0.132 0 .003 14161 59565 59552 6.000 120.000 130.000 18.330 0.208 0.005 4162 59553 59552 4.000 105.000 130 .000 -10.000 -0.255 0.011 4163 59504 59560 6.000 66 .000 130.000 2.500 0.028 0.000 14164 59517 59526 8 .000 90.000 130 .000 47 .127 0.301 0.006 14165 59565 59512 8.000 35 .000 130 .000 -971.544 -6.201 0.606 4166 59565 59569 8.000 155.000 130.000 947.654 6 .049 2.563 4167 59504 59569 8.000 170.000 130.000 -940.714 -6.004 2.773 4168 59577 59508 6.000 75.000 130 .000 -285.383 -3.238 0.545 4169 59488 59489 8.000 190.000 130.000 0.000 0.000 0 .000 14170 59513 59548 4.000 81.000 130.000 11.670 0.298 0.011 l 4171 59525 59526 6.000 110.000 130.000 0.000 0 .000 0 .000 EXH1BIT9A I P ipe N od e N od e Diameter Len gth Rou ghness Flow Velocity Headloss I ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4172 59476 59477 8 .000 220.000 130 .000 9.170 0.059 0.000 14173 59597 59577 6.000 141.000 130.000 -283 .713 -3.219 1.014 I 4174 59521 59597 6.000 250.000 130 .000 -275.933 -3.131 1.708 I 4175 59605 59521 8.000 215.000 130.000 -630.454 -4.024 1.671 4176 59441 59605 8.000 280.000 130.000 -620.454 -3.960 2.113 4177 59437 59441 8.000 70 .000 130.000 0.000 0.000 0.000 I 4178 59456 59457 8.000 360.000 130.000 16.872 0 .108 0.000 I 4179 59449 59429 6 .000 240.000 130 .000 -6.343 -0.072 0.000 I 4180 59456 59449 8.000 140.000 130.000 -5.015 -0.032 0.000 4181 59429 59537 6.000 285.000 130.000 4.062 0.046 0.000 4182 59432 59636 6 .000 122.000 130.000 -42.127 -0.478 0.000 I 4183 59636 59521 6.000 116.000 130 .000 0 .000 0.000 0.000 4184 59496 59465 8.000 341.000 130 .000 967.783 6.177 5.862 4185 59650 59387 12.000 44.000 130.000 -1339.267 -3.799 0.192 I 4186 59651 59428 12 .000 65.000 130.000 1123.894 3.188 0.205 14188 59650 59651 12 .000 190.000 130.000 1163.894 3 .3 02 0.638 14189 59516 59518 8.000 75.000 130.000 151.197 0.965 0.041 I 4190 59518 59519 8.000 345.000 130.000 145.367 0.928 0.177 \ 4191 59522 59519 8.000 330.000 130.000 -13.050 0 .083 0.002 4192 59524 59522 4.000 80.000 130.000 -7.220 -0.184 0.005 4193 59527 59524 4.000 30 .000 130.000 -7 .220 -0.184 0 .002 4196 59520 59372 8.000 13.798 130 .000 0.000 0 .000 0.000 EXHIBIT9A Description: Steady State Analysi s EXHIBIT9B MikeNET Ana lysis Peak Day with Cottages & Firetlow at Node 59441 Results -Junctions Number of Junctions: 77(Selection) I Junction ID Description Elevation Demand I [ft] [gpm] I 59320 313.500 0.000 I 59343 312.750 0.000 I 59370 312.000 0 .000 I 59372 326.000 0.000 I 59383 326.000 0.000 I 59384 325 .000 0 .000 I 59385 321.000 0.000 I 59386 320.000 13 .300 I 59387 318.000 23.520 I 59388 304.000 22.500 I I 1316.000 ! 15.940 59389 I 59409 328.500 0.000 159410 328.000 0.000 J 59411 327.000 98.890 I 59412 327.000 0.000 I 59413 324.000 7.720 I 59414 320.000 22.500 I 59415 328.000 0.000 Grade Pressure [ft] [psi) 482.129 73 .067 482.052 73.359 484.605 74.790 -14688049.0 -6364473.00 -14688049.0 -6364473 .00 -14688049 .0 -63644 72 .50 - 483.580 70.446 483.596 70.886 483.801 71.842 484.943 78.403 485.893 73.615 -14688049.0 -6364474.00 -14688049.0 -6364474.00 -14688050.0 -6364474.00 483.567 67.840 483.570 69.142 483.574 70.876 493.177 71.571 EXHIBIT9B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59416 327.000 0.000 493.177 72.005 \ 59417 323.000 0.000 -14688049 .0 -6364471.50 I 59419 317.914 6.000 487 .200 73.352 J 59420 321.000 28.500 488.605 72.623 J 59421 327.250 98.890 -14688049.0 -6364473.50 159425 325.700 5.560 482.265 67.840 I 59428 323 .300 5.000 482.767 69.097 l 59429 339.200 10 .000 -10499406.0 -4549539.50 159432 336.800 5.830 -10499406 .0 -4549538.50 I 59437 326.700 3.330 -10499406.0 -4549534.00 59440 332.200 20.830 -10499406 .0 -4549536 .50 59441 328.000 1516.670 463.868 58.872 59444 327 .500 1.110 466.000 60.012 I 59445 336.200 8.610 -10499406.0 -4549538.50 I 59449 339.200 8.610 -10499406.0 -4549539.50 159456 340.000 11.110 -10499406.0 -4549540.00 j 59457 345.300 18.890 -10499406.0 -4549542.00 I 59460 341.500 11.110 -10499406.0 -4549540.50 159465 322.500 0.000 468.578 63.296 I 59473 330.500 5.830 -5197475.00 -2252209.00 59476 330.500 8.330 -5197475 .00 -2252209.00 59477 326.500 13.060 -5197475 .00 -2252207 .50 I 59480 323.700 5.560 -5197475.00 -2252206.25 I 59484 324.500 6.940 -5197475.00 -2252206 .50 EXHIBIT 9B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] 159488 326.000 6.940 -5197475.00 -2252207.25 159489 325 .700 5.560 482.262 67 .838 I 59496 318.000 148 .330 474.441 67.786 I 59497 328.800 2.080 471.796 61.960 159500 330.000 2.220 471.796 61.440 159504 329.300 5.560 473.193 62.349 I 59508 330.800 2.780 470.920 60.714 I 59512 326.600 5.560 479.134 66 .093 159513 327.000 0.000 479.132 65.919 159516 332.000 11.890 469.801 59 .709 59517 334.000 15.830 468.063 58.090 59518 331.000 5.830 469 .759 60.124 I 59519 327.500 7.500 469.582 61.564 I 59520 324.000 58 .890 469.538 63.062 I 59521 333.700 12 .500 467.653 58.042 I 59522 329.750 0.000 469.580 60.588 159523 330.700 5.830 469.580 60.177 j 59524 331 .000 0.000 469.576 60.045 I 59525 336.800 24.170 -10499406 .0 -4549538.50 I 59526 334.400 0.000 468.057 57.914 I 59527 331.700 7.220 469.574 59.741 I 59537 339.000 13.890 -10499406.0 -4549539.50 I 59541 320.700 95.670 482.708 70.198 I 59548 323.300 11 .670 479 .120 67.517 EXHIBIT 9B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59552 329.200 8.330 478.523 64.702 I 59553 329.000 10.000 478.512 64.783 159560 330 .000 2.500 473.192 62.045 '59565 327.000 5.560 478.528 65 .657 I 59569 328.000 6.940 475.965 64.113 159577 331.500 1.670 470.375 60.175 159597 332.000 7 .780 469.361 59.518 I 59605 332.000 10.000 465.981 58.054 I 59636 335.500 5.000 -10499406.0 -4549538 .00 I 59650 319.000 0.000 483.610 71.325 159651 323 .300 40 .000 482 .972 69.186 EXHIBIT9B THE COTTAGES OF COLLEGE STATION WATER LINE ANALYSIS May2011 Prepared for: Ros HOWLAND , coo CAPSTONE -CS, LLC 431 OFFICE PARK DRIVE BIRMINGHAM , AL 35223 Submitted to LLE E TA I N ti. t J earr of tht Rtllarch Vailey By MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE , SUITE 204 COLLEGE STATION , TX 77840 OFFICE {979) 260-6963 FAX(979)260-3564 CERTIF ICATION This report for the water design for the Cottages of College Station Site was prepared under my superv ision in accordance with provisions of the Bryan/College Stat ion Unified Design Guidelines for the owners of the ~ ~E OF r: '?:J"\~ ......... ~~ ... ·····*··· ... -rd\ ...... .... . .............. ~ * VER ONI CA "j ""······ .......... . ·····:·············· .MORGAN ]\ n6a9········r'.· \.~"· -?~ <> •• /15 .... ~~&/!~!~'i!'~~ l/J1 V5'\ ~\ \\, ONAL ~~..;.: · . "'''''\: ~.-..!:f-M3 Veronica J .B. Morgan , .E., C.F .M.. lf1V\I"'" Registered Professional Enginee r · State of Texas No . 77689 ' · WATERLINE ANALYSIS THE COTTAGES OF COLLEGE STATION MAY 2011 The Cottages of College Station Subdivision is located on the south side of FM2818 at the future extension of Holleman Drive. The project will consist of a combination of three-story lodge apartment buildings, two-story 20 bedroom manor homes, duplexes and one-and two-story cottages containing up to four bedrooms. The overall site layout , and bedroom count per unit are provided in Exhibit 1. The updated City of College Station water system MikeNET model created for the Cottages of College Station Plat waterline analysis (Mitchell & Morgan -March 2009) was used for all analyses. Domestic demands for the Cottages development were based on a demand of 100 gpd/bed plus an additional use for the clubhouse. Domestic flows for areas within the Cottages Subdivision but outside of the Cottages development were based on the September 2008 Concept Plan for the Cottages of College Station (Exhibit 2) using maximum densities allowed and an estimated 2.7 persons per dwelling unit. The demands utilized for each of these developments beyond the Cottages of College Station development as well as the Cottages project are shown in Table 1. Open and green spaces were assumed to generate no domestic demands. All analyses were performed with the 2818 Place development complete and domestic demands for 2818 Place were calculated as 100 gpd/person based on bed counts as provided in the site plans for each phase. Flows for commercial uses were based on Normal Flow Method 2 as described in the 2008 BCS Unified Design Guidelines. Flows for the retail tracts F1 and F2 were assumed at a rate of 2700 gpd/acre and retail tracts B 1-82 were assumed higher for restaurant use at 4800 gpd/acre and retail 83 as a mix of restaurant and retail at 3500 gpd/acre. Cheddars restaurant was used as a guide which sits on approximately 1 acre and contains 8,000 square feet. At 600 gpd/1000 sf which is the wastewater generation rate for a restaurant , an 8,000 square foot building generates approximately 4800 gpd/acre. Table 2 illustrates how these water demands were allocated to each node in the model , while Table 3 shows the water line information (size , length, connectivity) for the model. It should be noted that several water lines were upgraded in size to 8-inch water lines (from 6-inch lines) in order to meet the requirement that no more than 2 fire hydrants may be located on a 6-inch main and in that case the 6-inch main must be fed by an 8-inch main on both ends. As seen on Table 4, the fire flows used for the Cottages were based on the architectural designs , the largest area between fire walls, and Type VB construction. Most of the fire flows were 1500gpm with a few @ 1750 gpm and the fire flow for the Manor units was 2 ,250 gpm . The hydrant layout was modified to assure there were 2 hydrants accessible for each Manor unit in order to provide the 2,250 gpm fire flow. The MikeNET line and node identifiers are provided in Exhibit 3 and 4 . Appropriate fire flows were placed on various sections of the system under different conditions of development. In order to simulate the condition where the future development surrounding the Cottages has not yet occurred, the following water lines were closed in the model: 4114, 4118 , 4123 and 4139 . The following runs are those performed for this analysis . 1. Run 1 -Peak Day Conditions without Cottages Development (Exhibit 5N58) 2. Run 2 -Pk Day Conditions with Cottages Development (Exhibit 6N6B) 3 . Run 3 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59517 (Exhibit 7N7B) 4. Run 4 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59512 (Exhibit BNBB) 5 . Run 5 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59457 (Exhibit 9N9B) 6. Run 6 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59564 (Exhibit 10N10B) 7. Run 7 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59497 and Node 59560 (Exhibit 11 N11 B) 8. Run 8 -Pk Day Conditions w/ Cottages and Future Development (Exhibit 12N128) 9 . Run 9-Pk Day Conditions w/ Cottages & Fire Flow at Node 59457 (Exhibit 13N13B) 10 . Run 10 . -Pk Day Conditions w/ Cottages & Fire Flow of 1750 gpm at Node 59457 (Exhibit 14A/14B) 11. Run 11 -Pk Day Conditions w/ Cottages & Fire Flow of 1125 gpm at Node 59489 and 59484 (Exhibit 15A/15B) 12. Run 12 -Pk Day Conditions w/ Cottages & Fire Flow of 1125 gpm at Node 59512 and 59560 (Exhibit 16A/16B) It is important to note that where nodes/lines have unusual flow and pressure numbers in the results tables is due to their being disconnected from the model. This was caused when lines were closed within the model to illustrate the different conditions without the Cottage development (Run 1) and without the future developments (Runs 2-7 & 9-12). The results from these runs show that the proposed waterlines being constructed with the Cottage of College Station development will sufficiently serve the water needs of the Cottages of College Station Subdivision as well as the adjacent developments as they occur, keeping pressures in the proposed waterlines above 30 psi , and velocities at or below 12 fps. ATTACHMENTS EXHIBIT 1: EXHIBIT 2 : TABLE 1: TABLE 2 : TABLE 3 : TABLE 4 : EXHIBIT 3 : EXHIBIT 4: EXHIBIT 5A: EXHIBIT 5B : EXHIBIT 6A: EXHIBIT 6B: EXHIBIT 7A: EXHIBIT 7B: EXHIBIT 8A: EXHIBIT 8B: EXHIBIT 9A EXHIBIT 9B: EXHIBIT 10A: EXHIBIT 1 OB : EXHIBIT 11A: EXHIBIT 11 B: EXHIBIT 12A: EXHIBIT 12B: EXHIBIT 13A: EXHIBIT 13B: EXHIBIT 14A: EXHIBIT 14B: EXHIBIT 15A: EXHIBIT 15B: Overall Site Layout Cottages Concept Plan Waterline Demand Data Waterline Node Demands Waterline Length & Size Data Building Size & Fire Hydrant Requirements M ikeNET Node Identifier Map MikeNET Link Identifier Map Run 1 -Peak Day Conditions W/O Cottages Development -Pipe Results Run 1 -Peak Day Conditions W/O Cottages Development -Junction Results Run 2 -Peak Day Conditions with Cottages Development -Pipe Results Run 2 -Peak Day Conditions with Cottages Development -Junction Results Run 3 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59517 - Pipe Results Run 3 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59517 - Junction Results Run 4 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59512 - Pipe Results Run 4 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59512 - Junction Results Run 5 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59457 - Pipe Results Run 5 -Peak Day Conditions w/ Cottages and F ire Flow at Node 59457 - Junction Results Run 6 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59564 - Pipe Results Run 6 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59564 - Junction Results Run 7 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59497 and Node 59560 -Pipe Results Run 7 -Peak Day Conditions w/ Cottages and Fire Flow at Node 59497 and Node 59560 -Junction Results Run 8 -Peak Day Conditions w/ Cottages and Future Development-Pipe Results Run 8 -Peak Day Conditions w/ Cottages and Future Development - Junction Results Run 9 -Peak Day Conditions w/ Cottages & Fire Flow at Node 59457 -Pipe Results Run 9 -Peak Day Conditions w/ Cottages & Fire Flow at Node 59457 - Junction Results Run 10 -Peak Day Conditions w/ Cottages & Fire Flow of 1750 gpm at Node 59457 -Pipe Results Run 10 -Peak Day Conditions w/ Cottages & Fire Flow of 1750 gpm at Node 59457 -Junction Results Run 11 -Peak Day Cond it ions w/ Cottages & F ire Flow of 1125 gpm at Node 59489 and 59484 -Pipe Results Run 11 -Peak Day Conditions w/ Cottages & Fire Flow of 1125 gpm at Node 59489 and 59484 -Junction Results EXHIBIT 16A: Run 12 -Peak Day Conditions w/ Cottages & Fire Flow of 1125 gpm at Node 59512 and 59560 -Pipe Results EXHIBIT 16B: Run 12 -Peak Day Conditions w/ Cottages & Fire Flow of 1125 gpm at Node 59512 and 59560 -Junction Results TABLE 1 Water Line Demand Data -Cottage of College Station Demands acres or unit demand avg demand avg demand pk demand Description bedroom nnna or nnnc nrv1 oorn nnm Retail F1 12 2700 32400 22.50 90.00 Retail F2 2 2700 5400 3.75 15.00 Retail B1 3 4800 14400 10.00 40.00 Retail B2 1 4800 4800 3.33 13.33 Retail B3 2 3500 7000 4.86 19.44 MF A3 (20 du/ac) 20 5340 106800 74.17 296.67 MF A1 -6 ac (20du/ac) 6 5340 32040 22.25 89.00 MF A1 -10 ac (20 du/ac) 10 5340 53400 37.08 148.33 Clubhouse 1 750 750 0.52 2.08 Bldg 1 20 100 2000 1.39 5.56 Bldg2 20 100 2000 1.39 5.56 BldO 3 20 100 2000 1.39 5.56 Bldg4 5 100 500 0.35 1.39 Bld05 20 100 2000 1.39 5.56 Bldg6 20 100 2000 1.39 5.56 Bld07 20 100 2000 1.39 5.56 Bldg8 20 100 2000 1.39 5.56 Bldg9 5 100 500 0.35 1.39 Bldg 10 20 100 2000 1.39 5.56 Bldg 11 5 100 500 0.35 1.39 Bldg 12 10 100 1000 0.69 2.78 Bldg 13 10 100 1000 0.69 2.78 Bldg 14 10 100 1000 0.69 2.78 Bldg 15 10 100 1000 0.69 2.78 Bldg 16 5 100 500 0.35 1.39 Bldg 17 5 100 500 0.35 1.39 BldO 18 3 100 300 0.21 0.83 Bldg 19 5 100 500 0.35 1.39 Bldg 20 3 100 300 0.21 0.83 Bldg21 3 100 300 0.21 0.83 Bldg 22 5 100 500 0.35 1.39 Bldg 23 5 100 500 0.35 1.39 Bldg 24 3 100 300 0.21 0.83 Bldg 25 3 100 300 0.21 0.83 Bldg 26 3 100 300 0.21 0.83 Bldg 27 5 100 500 0.35 1.39 Bldg28 5 100 500 0.35 1.39 Bldg 29 1 100 100 0.07 0.28 Bldg 30 1 100 100 0.D7 0.28 Bldg 31 4 100 400 0.28 1.11 Bldg 32 4 100 400 0.28 1.11 Bldo 33 5 100 500 0.35 1.39 Bldg 34 3 100 300 0.21 0.83 Bldg 35 3 100 300 0.21 0.83 Bldg 36 3 100 300 0.21 0.83 Bldg 37 10 100 1000 0.69 2.78 Bldg 38 10 100 1000 0.69 2.78 Bldg 39 10 100 1000 0.69 2.78 Bldg 40 10 100 1000 0.69 2.78 Bldg41 10 100 1000 0.69 2.78 Bld042 10 100 1000 0.69 2.78 Bldg43 3 100 300 0.21 0.83 Bldg 44 10 100 1000 0.69 2.78 Bldg 45 10 100 1000 0.69 2.78 Bldo 46 10 100 1000 0.69 2.78 Bldg 47 10 100 1000 0.69 2.78 Bldg 48 4 100 400 0.28 1.11 Bldg 49 3 100 300 0.21 0.83 Bldo 50 10 100 1000 0.69 2.78 Bldg51 6 100 600 0.42 1.67 Bldg 52 8 100 800 0.56 2.22 Bldg 53 6 100 600 0.42 1.67 Bldg 54 6 100 600 0.42 1.67 BldO 55 10 100 1000 0.69 2.78 Bldg 56 10 100 1000 0.69 2.78 Bldo 57 10 100 1000 0.69 2.78 Bldg 58 10 100 1000 0.69 2.78 Bldg 59 10 100 1000 0.69 2.78 Bldg60 6 100 600 0.42 1.67 Bldg61 4 100 400 0.28 1.11 Bldg62 3 100 300 0.21 0.83 Bldg63 3 100 300 0.21 0.83 Bldg64 3 100 300 0.21 0.83 Bldg 65 1 100 100 0.07 0.28 TABLE 1 Water line Demand Data -Cottage of College Station Demands acres or unit demand avg demand avg demand pk demand Descliption bedroom nrvia or nrvic nrvi nrvn nrvn Bldg 66 10 100 1000 0.69 2.78 Bide 67 10 100 1000 0.69 2.78 Bldg68 5 100 500 0.35 1.39 Bldg69 10 100 1000 0.69 2.78 Bldg 70 10 100 1000 0.69 2.78 Bldg71 10 100 1000 0.69 2.78 Bldg 72 10 100 1000 0.69 2.78 Bldg 73 10 100 1000 0.69 2.78 Bldg 74 10 100 1000 0.69 2.78 Bldg 75 10 100 1000 0.69 2.78 Bldg 76 10 100 1000 0.69 2.78 Bldg 77 10 100 1000 0.69 278 Bldg 78 8 100 800 0.56 2.22 Bldg 79 6 100 600 0.42 1.67 Bldg 80 6 100 600 0.42 1.67 Bldg81 6 100 600 0.42 1.67 Bldg 82 10 100 1000 0.69 2.78 Bldg 83 3 100 300 0.21 0.83 Bldg 84 2 100 200 0.14 0.56 Bldg 85 3 100 300 0.21 0.83 Bldg 86 3 100 300 0.21 0.83 Bldg 87 2 100 200 0.14 0.56 Bldg 88 6 100 600 0.42 1.67 Bldg 89 5 100 500 0.35 1.39 Bide 90 3 100 300 0.21 0.83 Bldg91 1 100 100 O.o? 0.28 Bldg 92 1 100 100 0.07 0.28 Bldg 93 3 100 300 0.21 0.83 Bldg 94 3 100 300 0.21 0.83 Bldg 95 2 100 200 0.14 0.56 Bldg 96 5 100 500 0.35 1.39 Bldg 97 5 100 500 0.35 1.39 Bldg 98 3 100 300 0.21 0.83 Bldg 99 3 100 300 0.21 0.83 Bldg 100 3 100 300 0.21 0.83 Bldg 101 6 100 600 0.42 1.67 Bldg 102 4 100 400 0.28 1.11 Bldg 103 3 100 300 0.21 0.83 Bldg 104 5 100 500 0.35 1.39 Bldg 105 4 100 400 0.28 1.11 Bldg 106 1 100 100 0.07 0.28 Bldg 107 1 100 100 0.07 0.28 Bldg 108 1 100 100 0.07 0.28 Bldg 109 6 100 600 0.42 1.67 Bldg 110 8 100 800 0.56 2.22 Bldg 111 6 100 600 0.42 1.67 Bldg 112 8 100 800 0.56 2.22 Bldg 113 6 100 600 0.42 1.67 Bide 114 4 100 400 0.28 1.11 Bldg 115 4 100 400 0.28 1.11 Bide 116 6 100 600 0.42 1.67 Bldg 117 3 100 300 0.21 0.83 Bldg 118 4 100 400 0.28 1.11 Bldg 119 3 100 300 0.21 0.83 Blda 120 3 100 300 0.21 0.83 Bldg 121 3 100 300 0.21 0.83 Bldg 122 3 100 300 0.21 0.83 Bldg 123 3 100 300 0.21 0.83 Bldg 124 4 100 400 0.28 1.11 Bide 125 3 100 300 0.21 0.83 Bldg 126 1 100 100 0.07 0.28 Bide 127 1 100 100 0.07 0.28 Bldg 128 4 100 400 0.28 1.11 Bide 129 2 100 200 0.14 0.56 Bldg 130 4 100 400 0.28 1.11 Bide 131 3 100 300 0.21 0.83 Bldg 132 4 100 400 0.28 1.11 Bldg 133 3 100 300 0.21 0.83 Bldg 134 3 100 300 0.21 0.83 Bide 135 8 100 800 0.56 2.22 Bldg 136 8 100 800 0.56 2.22 Bldg 137 8 100 800 0.56 2.22 Bldg 138 3 100 300 0.21 0.83 Bldg 139 4 100 400 0.28 1.11 TABLE 1 Water Line Demand Data -Cottage of College Station Demands acres or unit demand avg demand avg demand pk demand OescliDtion bedroom aoda oraodc aad QDffi QDffi Bldg 140 5 100 500 0.35 1.39 BldQ 141 2 100 200 0.14 0.56 Bldg 142 1 100 100 0.07 0.28 Bldg 143 4 100 400 0.28 1.11 Bldg 144 2 100 200 0.14 0.56 Bldg 145 3 100 300 0.21 0.83 Sida 146 2 100 200 0.14 0.56 Bldg 147 2 100 200 0.14 0.56 BldQ 148 10 100 1000 0.69 2.78 Bldg 149 10 100 1000 0.69 2.78 Bldg 150 10 100 1000 0.69 2.78 Bldg 151 10 100 1000 0.69 2.78 Bldg 152 10 100 1000 0.69 2.78 BldQ 153 10 100 1000 0.69 2.78 Bldg 154 10 100 1000 0.69 2.78 Bldq 155 10 100 1000 0.69 2.78 Bldg 156 10 100 1000 0.69 2.78 Bldg 157 10 100 1000 0.69 2.78 Bldg 158 3 100 300 0.21 0.83 Bldg 159 3 100 300 0.21 0.83 Bldg 160 4 100 400 0.28 1.11 Bldg 161 3 100 300 0.21 0.83 Bldg 162 3 100 300 0.21 0.83 Bldg 163 2 100 200 0.14 0.56 Bldg 164 4 100 400 0.28 1.11 Bldg 165 2 100 200 0.14 0.56 Bldg 166 4 100 400 0.28 1.11 Bldg 167 2 100 200 0.14 0.56 Bldg 168 2 100 200 0.14 0.56 Bldg 169 5 100 500 0.35 1.39 Bldg 170 9 100 900 0.63 2.50 Bldg 171 9 100 900 0.63 2.50 Bldg 172 3 100 300 0.21 0.83 Bldg 173 3 100 300 0.21 0.83 Bldg 174 9 100 900 0.63 2.50 Bldg 175 9 100 900 0.63 2.50 Bldg 176 9 100 900 0.63 2.50 Bldg 177 9 100 900 0.63 2.50 Sida 178 9 100 900 0.63 2.50 Bldg 179 9 100 900 0.63 2.50 Bldg 180 6 100 600 0.42 1.67 Bldg 181 6 100 600 0.42 1.67 Bldg 182 12 100 1200 0.83 3.33 Bldg 183 12 100 1200 0.83 3.33 Bldg 184 12 100 1200 0.83 3.33 Bldg 185 12 100 1200 0.83 3.33 Bldg 186 12 100 1200 0.83 3.33 Bldg 187 12 100 1200 0.83 3.33 Bldg 188 9 100 900 0.63 2.50 Bldg 189 9 100 900 0.63 2.50 Bldg 190 6 100 600 0.42 1.67 Bldg 191 9 100 900 0.63 2.50 Bldg 192 12 100 1200 0.83 3.33 Bldg 193 12 100 1200 0.83 3.33 Bldq 194 9 100 900 0.63 2.50 Bldg 195 6 100 600 0.42 1.67 Bldg 196 6 100 600 0.42 1.67 Bldg 197 9 100 900 0.63 2.50 Sida 198 12 100 1200 0.83 3.33 Bldg 199 9 100 900 0.63 2.50 Bldg 200 3 100 300 0.21 0.83 Bldg 201 3 100 300 0.21 0.83 Bldg 202 9 100 900 0.63 2.50 Bldq 203 12 100 1200 0.83 3.33 Bldg 204 9 100 900 0.63 2.50 Bldq 205 9 100 900 0.63 2.50 Bldg 206 3 100 300 0.21 0.83 Bldg 207 3 100 300 0.21 0.83 Maint Bldg 1 100 100 0.07 0.28 Table 2 WATER LINE NODE DEMANDS THE COTTAGES OF COLLEGE STATION Avg Water Pk Water Node Number BuildinQ Contributing to Segment Demands raom) Demands raom) 59650 none 0 .00 0 .00 59651 Retail B-1 10.00 40.00 59428 174 ,175 1 .25 5 .00 5942 5 6 1 .39 5 .56 59489 7 1 .39 5 .56 59488 8,9 1 .74 6 .94 59484 10,11 1 .74 6 .94 59480 12,13 1 .39 5 .56 59477 14 ,15 , 196, 197, 198 3 .26 13.06 59476 199,200,201 ,202,62,63 2 .08 8 .33 5947 3 203,204 1 .46 5 .83 59444 64,65 0 .28 1 .11 59465 none 0 .00 0 .00 59496 10 acMure MFA1 37.08 148.33 59343 none 0 .00 0 .00 59441 205,206,207, 138, 139, 137 ,61 ,60,59,58 4 .17 16 .67 59437 140 , 141, 142, 143 0 .83 3 .33 144, 145, 146 , 147 , 148 , 149 , 150, 15 1, 132, 13 59440 3 , 134, 135, 136 5 .21 20 .83 59456 152, 153, 154, 155 2 .78 11 .1 1 156, 157, 158 , 159, 160, 161 , 162, 16 3, 164, 16 59457 5, 166, 120, 12 1, 122, 123,124, 125, 126 4 .72 18.89 59460 167 , 168, 169,maint, 117, 118, 119, 75,76 2 .78 11 .11 59537 73,74 ,77,78 ,79, 11 6 3 .47 13.89 59429 110, 111, 113, 114, 115 ,83,84,85 2 .50 10.00 59432 86,87,88,96,97 1.46 5 .83 59445 98,99, 100, 101 , 102, 103, 104, 105 2 .15 8 .61 127 , 128, 129, 130, 131 , 106, 107, 108, 109, 11 59449 2 2.15 8 .6 1 59525 66,67,68,69,70 ,71,72,60,81 ,82 6 .04 24 .17 5951 7 4 1,42,46,47,48,49,50 3 .96 15 .83 59636 89,90,9 1,92,93,94,95 1 .25 5 .00 59521 27 ,28,29,30,31,32,33,51 ,52,53, 3 .13 12 .50 59605 54,55,56,57 2 .50 10 .00 5 9597 22,23,24,25 ,26,34,35,36 1 .94 7 .78 59577 20,2 1 0 .42 1 .67 59508 16 ,17 0 .69 2 .78 59500 18 ,19 0 .56 2 .22 59497 dubhouse 0 .52 2 .08 59516 39 ,40 ,44,45 2.78 11 .11 59433 43 0 .21 0.83 59461 37,38,195 1 .81 7 .22 59561 194,193 1.46 5 .83 59588 190, 191 , 192 1 .88 7 .50 59464 1/3 future MF A3 37.08 98.89 59569 3 ,4 1 .74 6 .94 5951 2 1 1 .39 5 .56 59541 170 ,17 1,172,173+6 ac future MF A 1 23 .92 95.6 7 59548 176, 177, 178, 179, 180 2 .92 11 .6 7 59436 187 ,188 1 .46 5 .83 59504 5 1 .39 5.56 59560 189 0 .63 2 .50 5956 5 2 1 .39 5 .56 59552 181 ,182,183 2 .08 8 .33 59553 184,185,186 2 .50 10.00 59564 none 0 .00 0 .00 59421 1/3 future MF A3 36.25 98.8 9 TABLE 2 Table 3 WA TER LINE LENGTH DATA THE COTTAGES OF COLLEGE STATION Pioe Number From Node To Node Length (ft) Size (in) 4188 59650 596 51 190 12 4186 59651 59428 65 12 4159 59428 5954 1 235 4 4130 59428 59425 205 12 4146 59425 594 89 11 0 8 4169 59489 59488 190 6 41 45 59488 59484 200 6 4144 59484 594 80 105 6 4143 59480 59477 265 6 4172 59477 59476 22 0 6 4142 59476 59473 135 6 4141 59473 59444 45 6 4140 59444 59465 150 8 4184 59465 594 96 341 8 4147 59496 59343 340 8 4134 59444 5944 1 110 8 4177 59441 59437 70 8 4176 59441 59605 280 8 4175 59605 59521 215 8 4154 59521 59517 190 8 4157 59517 59525 140 8 4155 59525 59537 295 8 418 1 59537 59429 285 6 4179 59429 59449 240 6 4131 59429 59432 145 6 4182 59432 59636 75 6 4183 59636 59521 185 6 4135 59432 59445 24 0 6 4136 59445 59449 145 6 418 0 59449 59456 140 8 4133 59437 59440 300 8 4137 59440 59456 28 0 8 4178 594 56 59457 360 8 4138 59457 59460 38 0 6 4158 59460 5953 7 165 8 41 53 59 517 595 16 305 8 4152 59516 59433 150 8 41 32 59433 59436 115 8 4170 59 561 59588 15 1 4 4171 59436 59461 97 8 4187 59461 59564 57 8 4164 59564 59561 65 6 4139 59461 59464 180 8 4156 59433 59508 165 8 4168 59508 59577 75 6 4173 59577 59597 140 6 4174 59521 59597 230 6 4150 59508 59500 55 8 4149 59500 59504 80 8 4148 59500 594 97 90 6 4163 59504 59560 90 6 4167 59504 5956 9 135 8 4166 59569 59565 190 8 4161 59565 595 52 130 6 41 62 59552 59 553 200 4 4165 59565 59512 40 8 4160 59512 59548 295 4 4151 595 12 59425 170 8 4189 59464 5942 1 436 8 TABLE 3 TABLE 4 Building Size and Fire Hyrdrant Requirements Interior Overall Fire Row # Lot Type Sq. Feet #Stories Ht. Reqd Hydrants 1 5 Bed Manor Unit 7218 2 30'-8" 2250 2 2 5 Bed Manor Unit 7156 2 30'-8" 2250 2 3 5 Bed Manor Unit 7156 2 30'-8" 2250 2 4 5 Bed Cottage 1789 2 30'-6" 1500 1 5 5 Bed Manor Unit 7218 2 30'-8" 2250 2 6 5 Bed Manor Unit 7218 2 30'-8" 2250 2 7 5 Bed Manor Unit 7156 2 30'-8" 2250 2 8 5 Bed Manor Unit 7156 2 30'-8" 2250 2 9 5 Bed Cottage 1789 2 30'-6" 1500 1 10 5 Bed Manor Unit 7218 2 30'-8" 2250 2 11 5 Bed Cottage 1789 2 30'-6" 1500 1 12 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 13 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 14 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 15 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 16 5 Bed Cottage 1789 2 30'-6" 1500 1 17 5 Bed Cottage 1789 2 30'-6" 1500 1 18 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 19 5 Bed Cottage 1789 2 30'-6" 1500 1 20 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 21 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 22 5 Bed Cottage 1789 2 30'-6" 1500 1 23 5 Bed Cottage 1789 2 30'-6" 1500 1 24 3 Bed 2 Story Cottage 1280 2 25'-S" 1500 1 25 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 26 3 Bed 2 Story Cottage 1280 2 25'-5" lSOO 1 27 5 Bed Cottage 1789 2 30'-6" lSOO 1 28 5 Bed Cottage 1789 2 30'-6" 1500 1 29 1 Bed Cottage 512 1 13'-8" 1500 1 30 1 Bed Cottage 512 1 13'-8" 1500 1 31 4 Bed Cottage 1451 2 22'-9" 1500 1 32 4 Bed Cottage 1451 2 22'-9" 1500 1 33 5 Bed Cottage 1789 2 30'-6" 1500 1 34 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 35 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 36 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 37 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 38 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 39 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 40 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 41 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 42 5 Bed Duplex Unit 3668 2 30'-10" 17SO 1 43 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 44 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 45 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 46 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 47 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 48 4 Bed Cottage 1451 2 22'-9" 1500 1 49 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 50 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 51 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 52 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 53 3 Bed Duplex Unit 2560 2 25'5" 1500 1 54 3 Bed Duplex Unit 2560 2 25'5" 1500 1 55 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 56 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 57 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 58 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 59 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 60 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 61 4 Bed Cottage 1451 2 22'-9" 1500 1 62 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 63 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 64 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 65 1 Bed Cottage 512 1 13'-8" 1500 1 66 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 67 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 68 5 Bed Cottage 1789 2 30'-6" 1500 1 69 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 TABLE 4 Building Size and Fire Hyrdrant Requirements Interior Overall Fire Flow # Lot Type Sq. Feet #Stories Ht. Reqd Hydrants 70 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 71 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 72 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 73 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 74 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 75 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 76 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 77 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 78 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 79 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 80 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 81 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 82 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 83 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 84 2 Bed Cottage 832 1 16'-2" 1500 1 85 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 86 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 87 2 Bed Cottage 832 1 16'-2" 1500 1 88 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 89 5 Bed Cottage 1789 2 30'-6" 1500 1 90 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 91 1 Bed Cottage 512 1 13'-8" 1500 1 92 1 Bed Cottage 512 1 13'-8" 1500 1 93 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 94 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 95 2 Bed Cottage 832 1 16'-2" 1500 1 96 5 Bed Cottage 1789 2 30'-6" 1500 1 97 5 Bed Cottage 1789 2 30'-6" 1500 1 98 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 99 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 100 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 101 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 102 4 Bed Cottage 1451 2 22'-9" 1500 1 103 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 104 5 Bed Cottage 1789 2 30'-6" 1500 1 105 4 Bed Cottage 1451 2 22'-9" 1500 1 106 1 Bed Cottage 512 1 13'-8" 1500 1 107 1 Bed Cottage 512 1 13'-8" 1500 1 108 1 Bed Cottage 512 1 13'-8" 1500 1 109 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 110 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 111 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 112 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 113 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 114 4 Bed Cottage 1451 2 22'-9" 1500 1 115 4 Bed Cottage 1451 2 22'-9" 1500 1 116 3 Bed Duplex Unit 2560 2 25'-5" 1500 1 117 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 118 4 Bed Cottage 1451 2 22'-9" 1500 1 119 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 120 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 121 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 122 3 Bed 1 Story Cottage 1141 1 15'-2" 1500 1 123 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 124 4 Bed Cottage 1451 2 22'-9" 1500 1 125 3 Bed 1 Story Cottage 1141 1 15'-2" 1500 1 126 1 Bed Cottage 512 1 13'-8" 1500 1 127 1 Bed Cottage 512 1 13'-8" 1500 1 128 4 Bed Cottage 1451 2 22'-9" 1500 1 129 2 Bed Cottage 832 1 16'-2" 1500 1 130 4 Bed Cottage 1451 2 22'-9" 1500 1 131 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 132 4 Bed Cottage 1451 2 22'-9" 1500 1 133 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 134 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 135 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 136 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 137 4 Bed Duplex Unit 2950 2 22'-9" 1500 1 138 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 TABLE 4 Building Size and Fire Hyrdrant Requirements Interior Overall Fire Flow # lot Type Sq. Feet #Stories Ht. Reqd Hydrants 139 4 Bed Cottage 1451 2 22'-9" 1500 1 140 5 Bed Cottage 1789 2 30'-6" 1500 1 141 2 Bed Cottage 832 1 16'-2" 1500 1 142 1 Bed Cottage 512 1 13'-8" 1500 1 143 4 Bed Cottage 1451 2 22'-9" 1500 1 144 2 Bed Cottage 832 1 16'-2" 1500 1 145 3 Bed 2 Story Cottage 1280 2 2S'-5" 1500 1 146 2 Bed Cottage 832 1 16'-2" 1500 1 147 2 Bed Cottage 832 1 16'-2" 1500 1 148 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 149 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 150 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 151 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 152 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 153 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 154 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 155 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 156 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 157 5 Bed Duplex Unit 3668 2 30'-10" 1750 1 158 3 Bed 1 Story Cottage 1141 1 15'-2" 1500 1 159 3 Bed 1 Story Cottage 1141 1 15'-2" 1500 1 160 4 Bed Cottage 1451 2 22'-9" 1500 1 161 3 Bed 2 Story Cottage 1280 2 25'-5" 1500 1 162 3 Bed 1 Story Cottage 1141 1 15'-2" 1500 1 163 2 Bed Cottage 832 1 16'-2" 1500 1 164 4 Bed Cottage 1451 2 22'-9" 1500 1 165 2 Bed Cottage 832 1 16'-2" 1500 1 166 4 Bed Cottage 1451 2 22'-9" 1500 1 167 2 Bed Cottage 832 1 16'-2" 1500 1 168 2 Bed Cottage 832 1 16'-2" 1500 1 169 5 Bed Cottage 1789 2 30'-6" 1500 1 170 3 Bed Lodge Unit 3240 3 N/A 1500 1 171 3 Bed Lodge Unit 3240 3 N/A 1500 1 172 1 Bed Lodge Unit 1782 3 N/A 1500 1 173 1 Bed Lodge Unit 1782 3 N/A 1500 1 174 3 Bed Lodge Unit 3240 3 N/A 1500 1 175 3 Bed Lodge Unit 3240 3 N/A 1500 1 176 3 Bed Lodge Unit 3240 3 N/A 1500 1 177 3 Bed Lodge Unit 3240 3 N/A 1500 1 178 3 Bed Lodge Unit 3240 3 N/A 1500 1 179 3 Bed Lodge Unit 3240 3 N/A 1500 1 180 2 Bed Lodge Unit 2592 3 N/A 1500 1 181 2 Bed Lodge Unit 2592 3 N/A 1500 1 182 4 Bed Lodge Unit 4212 3 N/A 1500 1 183 4 Bed Lodge Unit 4212 3 N/A 1500 1 184 4 Bed Lodge Unit 4212 3 N/A 1500 1 185 4 Bed Lodge Unit 4212 3 N/A 1500 1 186 4 Bed Lodge Unit 4212 3 N/A 1500 1 187 4 Bed Lodge Unit 4212 3 N/A 1500 1 188 3 Bed Lodge Unit 3240 3 N/A 1500 1 189 3 Bed Lodge Unit 3240 3 N/A 1500 1 190 2 Bed Lodge Unit 2592 3 N/A 1500 1 191 3 Bed Lodge Unit 3240 3 N/A 1500 1 192 4 Bed Lodge Unit 4212 3 N/A 1500 1 193 4 Bed Lodge Unit 4212 3 N/A 1500 1 194 3 Bed Lodge Unit 3240 3 N/A 1500 1 195 2 Bed Lodge Unit 2592 3 N/A 1500 1 196 2 Bed Lodge Unit 2592 3 N/A 1500 1 197 3 Bed Lodge Unit 3240 3 N/A 1500 1 198 4 Bed Lodge Unit 4212 3 N/A 1500 1 199 3 Bed Lodge Unit 3240 3 N/A 1500 1 200 1 Bed Lodge Unit 1782 3 N/A 1500 1 201 1 Bed Lodge Unit 1782 3 N/A 1500 1 202 3 Bed Lodge Unit 3240 3 N/A 1500 1 203 4 Bed Lodge Unit 4212 3 N/A 1500 1 204 3 Bed Lodge Unit 3240 3 N/A 1500 1 205 3 Bed Lodge Unit 3240 3 N/A 1500 1 206 1 Bed Lodge Unit 1782 3 N/A 1500 1 207 1 Bed Lodge Unit 1782 3 N/A 1500 1 va• ,/,.,. }_03Z4- 5,323 ••• \. .... ... )· ~··· EXHIBIT 3 MikeNET Node Identifiers EXHIBIT 3 ~. <>'" " b 0 w w EXHIBIT 4 .. L. k ldent1f1ers MikeNET m 1 ~ U 2 6 2789 4'03 2 0 m ~ ';, ~ EXHIBIT 4 Description: Steady State Analysis Peak Day without Cottages Results -Pipes Number of Pipes: 84(Selection) I Pipe Node Node Diameter I ID 1 2 I [in] I 4034 59343 59320 10.000 4081 59372 59383 8.000 4082 59383 59384 8.000 4083 59384 59417 8.000 4084 59385 59386 12.000 4085 59386 59650 12 .000 1 4086 59387 59370 12.000 I 4087 59370 59388 12 .000 14088 59388 59389 12.000 14089 59389 1905 12.000 4112 59409 59410 8.000 4113 59410 59411 8 .000 4114 59411 59412 8.000 4115 59412 59413 12.000 4116 59413 59414 12.000 4117 59414 59385 12.000 \ 4118 59412 59415 12.000 EXHIBIT SA MikeNET Analysis Length Roughness [ft] [millift] 24.117 130.000 41.505 130.000 122.704 130.000 52.182 130.000 191.702 130.000 132.302 130 .000 181.268 130.000 74 .027 130 .000 204.664 130.000 71.223 130.000 163.477 130.000 223.500 130 .000 533.635 130.000 197.971 130 .000 189.021 130 .000 187.079 130.000 463.974 130.000 Flow Velocity Head loss (gpm] (ft/s] [ft] -193.086 -0.789 0.007 -237.977 -1.519 0.000 -237.977 -1.519 0.000 -237.977 -1.519 0.000 -483.675 -1.372 0 .127 -496.975 -1.410 0.092 -735.972 -2 .088 0.260 -735 .972 -2.088 0.106 -735.972 -2 .088 0.294 -736.912 -2 .090 0.103 -139 .087 -0.888 0.000 -139.087 -0.888 0.000 0.000 0.000 0.000 -237.977 -0 .675 0.035 -245.697 -0 .697 0.036 -245.697 -0.697 0.035 0.000 0.000 0.000 EXHIBIT SA I Pipe Node Node ID 1 2 Diameter Length Roughness Flow Velocity Head loss I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4119 59415 59416 12.000 205.281 130.000 0.000 0.000 0 .000 I 4121 59416 6796 12.000 204.628 130 .000 -0.000 -0.000 0.000 4122 59372 59421 8.000 491 .944 130.000 237 .977 1.519 0.000 4123 59417 59385 12.000 292.550 130 .000 0.000 0.000 0.000 I -4126 59419 59420 18.000 468.475 130 .000 2213.289 --2 .791 0.718 I I 4128 59421 59409 8.000 384.941 130.000 -139.087 -0.888 0.000 14130 59425 59428 12.000 205.000 130.000 -97.307 -0.276 0.000 J 4131 59429 59432 6 .000 145.000 130 .000 -12.638 -0 .143 0.000 I 4132 59433 59436 8.000 115.000 130.000 -152.905 -0.976 0.000 1 4133 59437 59440 8.000 300.000 130.000 53.449 0.341 0.000 14134 1 59441 1 59444 1 8.ooo I 110.000 1 130.000 1-89.349 1-0.570 0 .000 ! 4135 59445 59432 6.000 240.000 130.000 -10.108 -0.115 0 .000 14136 1 59449 1 59445 16.000 1 145.000 130.000 -1.498 -0.017 0.000 14137 59440 59456 8.000 280.000 130.000 32.619 0.208 0 .000 I 4138 59457 59460 6.000 380.000 130.000 -1.518 -0.017 0 .000 l 4139 59461 59464 8.000 180.000 130.000 -179.285 -1.144 0.000 1 4140 59465 59444 8.000 150.000 130.000 89 .647 0.572 0.000 4141 59444 59473 8.000 45.000 130.000 -0.811 -0.005 0.000 4142 59473 59476 8.000 135 .000 130 .000 -6.642 -0.042 0.000 I 4143 59477 59480 8.000 265.000 130 .000 -28.032 -0.179 0.000 14144 59480 59484 8.000 105.000 130.000 -33 .592 -0.214 0.000 l 4145 59484 59488 8.000 200.000 130.000 -40 .532 -0.259 0.000 l 4146 59489 59425 8.000 110.000 130.000 -53 .032 -0.338 0.000 EXHIBIT SA Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in) [ft) [millift] [gpm] [ft/s] [ft) l 4147 59343 59496 8.000 340.000 130.000 0 .000 0.000 0.000 4148 59497 59500 6 .000 90.000 130.000 -2 .080 -0.024 0.000 4149 59500 59504 8.000 80.000 130.000 17.404 0.111 0.000 I 4150 59500 59508 8.000 55.000 130 .000 -21.704 -0.139 0.000 14151 59425 59512 8.000 170.000 130.000 38.716 0.247 0.000 1 4152 59433 59516 8.000 ] 50.000 130.000 88.622 0.566 0.000 I 4153 59517 59516 8.000 305.000 130.000 -77.512 -0.495 0 .000 4154 59521 59517 8.000 190.000 130.000 -10.657 -0.068 0.000 4155 59525 59537 6.000 295 .000 130.000 26 .855 0.305 0.000 14156 59508 59433 8.000 165.000 130.000 -63.453 -0.405 0.000 I 4157 59517 59525 8.000 140.000 130.000 51.025 0.326 0.000 I 4158 59537 59460 6 .000 165.000 130.000 12.628 0.143 0.000 I 4159 59541 59428 4.000 220.000 130.000 -95.670 -2.443 0.000 14160 59512 59548 4.000 295.000 130 .000 I I .670 0 .298 0.000 l 4161 59565 59552 6.000 130.000 130.000 18.330 0.208 0 .000 4162 59553 59552 4.000 200.000 130.000 -10.000 -0.255 0.000 4163 59504 59560 6.000 90.000 130.000 2.500 0.028 0.000 I 4164 59561 59564 6.000 65 .000 130 .000 -13.330 -0.15] 0.000 I 4165 59565 59512 8.000 40.000 130.000 -21.485 -0.137 0.000 I 4166 59569 59565 8.000 190.000 130.000 2.404 0.015 0.000 l 4167 59504 59569 8.000 135.000 130.000 9.344 0.060 0.000 14168 159577 159508 6.000 75.000 130.000 -38.969 -0.442 0.000 14169 59488 59489 8.000 190.000 130.000 -47.472 -0.303 0.000 I 4170 59561 59588 4.000 I 51.000 130.000 7.500 0.191 0.000 EXHIBIT SA Pipe Node Node Diam eter Length Rou ghness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] [gpm] [ft/s) [ft] \ 4171 59436 59461 8 .000 97 .000 130.000 -158.735 -1.013 4.000 \ 4172 59476 59477 8 .000 220.000 130.000 -14 .972 -0 .096 0.000 4173 59597 59577 6 .000 140.000 130.000 -37.299 -0.423 0.000 4174 59521 59597 6.000 230.000 130.000 -29.519 -0.335 0.000 I 4175 59605 59521 8.000 215.000 130 .000 5.900 0 .038 0.000 4176 59441 59605 8 .000 280.000 130.000 15.900 0.101 0.000 4177 59437 59441 8.000 70.000 130.000 -56.779 -0.362 0.000 4178 59456 59457 8.000 360 .000 130.000 17.372 0.111 0 .000 4179 59449 59429 6.000 240.000 130.000 -2.975 -0.034 0 .000 4180 59456 59449 8.000 140 .000 130.000 4.137 0.026 0.000 4181 59429 59537 6.000 285.000 130 .000 -0.337 -0.004 0.000 4182 59432 59636 6.000 75.000 130.000 -28 .576 -0.324 0.000 4183 59636 59521 6.000 185.000 130.000 -33 .576 -0 .381 0.000 4184 59496 59465 8.000 341.000 130.000 89 .647 0.572 0.000 4185 59650 59387 12.000 44 .000 130.000 -734.952 -2.085 0.063 4186 59428 59651 12.000 65 .000 130.000 -197 .977 -0 .562 0.000 4187 59461 59564 8 .000 57.000 130 .000 13 .330 0.085 0.000 4188 59651 59650 12.000 190 .000 130 .000 0.000 0.000 0.000 14189 59464 59421 8 .000 436.000 130.000 -278 .175 -1.776 0 .000 EXHIBIT SA Description: Steady State Analysis Peak Day without Cottages Results -Junctions Number of Junctions: 75(Selection) I Junction ID Description I I 59320 I 59343 I 59370 I 59372 I 59383 I 59384 I 59385 I 59386 I 59387 I 59388 I 59389 I 59409 I 59410 I 59411 I 59412 I 59413 I 59414 I 59415 EXHIBIT SB MikeNET Analysis Elevation Demand [ft] [gpm] 313.500 0.000 312.750 0.000 312.000 0.000 326.000 0.000 326.000 0.000 325.000 0.000 321.000 0.000 320.000 13.300 318.000 1.020 304.000 0.000 316.000 0.940 328.500 0.000 328.000 0.000 327.000 98.890 327.000 0.000 324.000 7.720 320.000 0.000 328.000 0.000 Grade Pressure [ft] [psi) 492.485 77.554 492.478 77.876 492.896 78.382 -53021088.0 -22974178.0 -53021088.0 -22974178.0 -53021088.0 -22974178.0 492.354 74.248 492.480 74.736 492.635 75.670 493.002 81.895 493.296 76.822 -53021088 .0 -22974180.0 -53021088.0 -22974180.0 -53021088.0 -22974180.0 492.248 71.602 492.283 72.917 492.319 74.666 497.306 73 .360 I EXHIBIT SB I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59416 327.000 0.000 497.306 73.794 I 59417 323.000 0.000 -53021088.0 -22974178.0 I 59419 317.914 6.000 493.895 76.252 I 59420 321.000 6 .000 494.612 75 .226 I 59421 327.250 98.890 -53021088.0 -22974180.0 I 59425 325 .700 5.560 -53021092.0 -22974180.0 I 59428 323 .300 5.000 -53021092.0 -22974180.0 I 59429 339.200 10.000 -53021092.0 -22974186.0 I 59432 336.800 5.830 -53021092.0 -22974186.0 I 59433 332.000 0 .830 -53021092.0 -22974184 .0 I 59436 330.500 5.830 -53021092.0 -22974182.0 I 59437 326.700 3.330 -53021092.0 -22974180.0 I 59440 332 .200 20.830 -53021092 .0 -22974184.0 I 59441 328 .000 16.670 -53021092.0 -22974182.0 I 59444 327.500 1.110 -53021092 .0 -22974182.0 I 59445 336.200 8.610 -53021092.0 -22974184.0 I 59449 339 .200 8.610 -53021092 .0 -22974186.0 I 59456 340.000 11.110 -53021092.0 -22974186.0 I 59457 345.300 18.890 -53021092 .0 -22974188.0 I 59460 341.500 11.110 -53021092.0 -22974188.0 I 59461 331.000 7.220 -53021088.0 -22974180 .0 I 59464 329 .000 98.890 -53021088.0 -22974180.0 I 59465 322.500 0.000 -53021092.0 -22974178.0 I 59473 330.500 5.830 -53021092.0 -22974182 .0 EXHIBIT SB I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi) I 59476 330.500 8.330 -53021092.0 -22974182.0 I 59477 326 .500 13.060 -53021092.0 -22974180.0 I 59480 323.700 5 .560 -53021092.0 -22974180 .0 I 59484 324.500 6.940 -53021092 .0 -22974180 .0 I 59488 326.000 6.940 -53021092 .0 -22974180.0 I 59489 325.700 5.560 -53021092.0 -22974180 .0 I 59496 318 .000 148.330 -53021092.0 -22974176.0 I 59497 328 .800 2 .080 -53021092.0 -22974182.0 I 59500 330 .000 2.220 -53021092 .0 -22974182 .0 I 59504 329.300 5 .560 -53021092 .0 -22974182.0 I 59508 330.800 2.780 -53021092.0 -22974182.0 I 59512 326.600 5.560 -53021092.0 -22974180.0 I 59516 332.200 11.110 -53021092 .0 -22974184.0 I 59517 334.000 15.830 -53021092.0 -22974184.0 I 59521 334 .000 12.500 -53021092.0 -22974184.0 I 59525 336.800 24.170 -53021092.0 -22974186.0 I 59537 339.000 13 .890 -53021092.0 -22974186.0 I 59541 320 .700 95.670 -53021092.0 -22974178.0 I 59548 323.300 11.670 -53021092.0 -22974180.0 I 59552 329 .200 8.330 -53021092.0 -22974182.0 I 59553 329.000 10.000 -53021092.0 -22974182.0 I 59560 330.000 2.500 -53021092.0 -22974182 .0 I 59561 331 .500 5.830 -53021088.0 -22974182 .0 I 59564 330.600 0.000 -53021088 .0 -22974180.0 EXHIBIT SB I J un ctio n ID D escription E levation Demand Grade Press ure I [ft] [g pm] [ft) [psi] I 59565 327.000 5.560 -53021092.0 -22974180.0 I 59569 328.000 6.940 -53021092.0 -22974182 .0 I 59577 331.500 1.670 -53021092 .0 -22974182.0 I 59588 328.900 7.500 -53021088.0 -22974180.0 I 59597 332 .000 7.780 -53021092.0 -22974184.0 I 59605 332.000 10 .000 -53021092.0 -22974184 .0 I 59636 335 .500 5.000 -53021092 .0 -22974184.0 I 59650 319 .000 0.000 492.572 75.209 I 59651 323.300 40.000 -53021092.0 -22974180.0 EXHIBIT SB I I I Descri ption: Steady State Analysis Peak Day with Cottages R esults • Pipes Number of Pipes: 84(Se lection) P ipe N ode Nod e ID 1 2 D i a m eter [i n] 4034 59343 59320 10.000 4081 59372 59383 8 .000 4082 59383 59384 8.000 4083 59384 5941 7 8 .000 4084 59385 59386 12 .000 4085 59386 59650 12.000 4086 59387 59370 12.000 4087 59370 59388 12.000 4088 59388 59389 12 .000 4089 59389 1905 12.000 4112 59409 59410 8.000 4113 59410 59411 8.000 4114 59411 59412 8.000 4115 59412 59413 12.000 4116 59413 59414 12.000 4117 59414 59385 12 .000 4118 59412 59415 12 .000 EXHIBIT 6A M ikeNET Ana lysis Len gth Rou ghness [ft] [m ill ift] 24.117 130.000 41.505 130.000 122.704 130.000 52.182 130 .000 191.702 130.000 132.302 130 .000 181.268 130.000 74.027 130.000 204.664 130 .000 71.223 130 .000 163.477 130.000 223 .500 130.000 533 .635 130 .000 197.971 130.000 189.021 130.000 18 7 .079 130.000 463.974 130.000 Flow Velocity Head loss [gpm] [ft/s] [ft] -145.405 -0.594 0.004 -99 .546 -0.635 0.000 -99.546 -0 .635 0 .000 -99.546 -0.635 0.000 -206.812 -0.587 0.026 -220.112 -0.624 0.020 -577.524 -1.638 0.166 -577.524 -1.638 0.068 -577.524 -1.638 0 .188 -578.464 -1.641 0.065 -0 .656 -0 .004 0.000 -0.656 -0.004 0 .000 0.000 0.000 0.000 -99.546 -0.282 0.007 -107.266 -0.304 0.008 -107.266 -0.304 0.008 0.000 0.000 0.000 EXHIBIT6A I Pipe Node Nod e Diameter Length Roughness Flow Velocity Head loss I ID 1 2 I [i n ] [ft] [millift] [gpm] [ft/s) [ft] 1 4119 1 59415 1 59416 I 12.000 I 205.281 1 130.000 1 -o.ooo 1 -o.ooo ~ I 4121 59416 6796 12 .000 204.628 130.000 -0 .001 -0 .000 0.000 I 4122 59372 59421 8.000 491 .944 130 .000 99.546 0.635 0.000 1 4123 59417 59385 12.000 292.550 130.000 0.000 0 .000 0.000 I 4126 59419 59420 18.000 468.475 130.000 ;:-2035.461 -2 .566 0.614 F21 1 59420 1 1887 1 18.000 1 868 .701 1 130.000 I -204 t .46 1~" 1 -2 .574 1.146 14128 59421 59409 8.000 384 .941 130.000 -0.000 -0.000 0 .000 I 4130 59425 59428 12 .000 205 .000 130.000 -344.722 -0 .978 0.072 l 4131 59429 59432 6 .000 145.000 130.000 -11.403 -0.129 0 .003 I 1 59433 1 59436 1 8 .ooo I 115.ooo 1 130.000 I 125 .926 0.804 4132 0 .045 14133 59437 59440 8.000 300.000 130.000 85.882 0.548 0 .058 I 4134 59441 59444 8 .000 110 .000 130.000 -194.366 -1.241 0 .097 14135 59445 59432 6 .000 240.000 130.000 -1.297 -0.015 0.000 1 4136 59449 59445 6.000 145.000 130.000 7 .313 0.083 0 .001 I 4137 59440 59456 8.000 280.000 130.000 65 .052 0.415 0.032 ! 4138 59457 59460 6 .000 380.000 130 .000 8.672 0 .098 0.004 \ 4139 59461 59464 8.000 180.000 130 .000 0.000 0.000 0.000 \ 4140 59465 59444 8.000 150.000 130 .000 121.064 0.773 0.055 4141 59444 594 73 8.000 45.000 130.000 -74.412 -0.475 0.007 4142 59473 59476 8.000 135.000 130.000 -80.242 -0.512 0 .023 4143 59477 59480 8.000 265.000 130.000 -101.632 -0.649 0.070 4144 59480 59484 8.000 105.000 130.000 -107.192 -0.684 0.031 I 4145 59484 59488 8.000 200.000 130.000 -114 .132 -0.728 0.066 4146 59489 59425 8.000 110.000 130.000 -126 .632 -0.808 0.044 EXHIBIT6A I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] 14147 1 59343 1 59496 1 8.000 340.000 130.000 121.064 0.773 0.124 I 4148 59497 59500 6.000 90.000 130.000 -2.080 -0 .024 0.000 ) 4149 59500 59504 8.000 80.000 130.000 -156.410 -0 .998 0.047 I 4150 59500 59508 8 .000 55.000 130 .000 152.110 0.971 0.031 4151 59425 59512 8 .000 170.000 130 .000 212.530 1.357 0.176 14152 1 59433 1 59516 1 8.000 I 150.000 1 130.000 -7.192 0.046 0.000 I 4153 59517 59516 8.000 305.000 130.000 18.302 0.117 0.003 14154 1 59521 1 59517 1 8.000 1 190.000 1 130.000 1 62.770 1 0.401 1 0.021 ·- 1 4155 59525 59537 6.000 295.000 130.000 4.468 0.051 0.001 14156 59508 59433 8.000 165.000 130.000 119.564 0 .763 0.059 ) 4157 59517 59525 8.000 140.000 130 .000 28.638 0.183 0.004 I 4158 1 59537 1 59460 1 6.000 165.000 130.000 2.438 0.028 0.000 4159 59541 59428 4.000 220.000 130.000 -6.670 -0.170 0 .011 4160 59512 59548 4.000 295.000 130.000 11.670 0.298 0 .042 I 4161 59565 59552 6.000 130.000 130.000 18.330 0.208 0.006 I 1 4162 59553 59552 4.000 200.000 130.000 -10.000 -0.255 0.021 14163 59504 59560 6.000 90.000 130.000 2.500 0.028 0.000 1 4164 59561 59564 6 .000 65.000 130.000 -13.330 -0.151 0.002 1 4165 1 59565 1 59512 1 8.ooo 1 40.000 1 130.000 -195.300 -1.247 0.035 14166 59569 59565 8.000 190.000 130.000 -171.410 -1.094 0.132 I 4167 59504 59569 8.000 135.000 130.000 -164.470 -1.050 0 .087 I 4168 59577 59508 6.000 75 .000 130.000 -29.766 -0.338 0.008 I 4169 59488 59489 8.000 190.000 130.000 -1 21.072 -0 .773 0.070 l 4179 59561 59588 4 .000 151.000 130 .000 7.500 0.191 0.009 EXHIBIT6A Pipe Node Nod e Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] (gpm] [ft/s] [ft] 4171 59436 59461 8.000 97 .000 130 .000 120 .096 0.767 0.035 I 4172 59476 59477 8.000 220.000 130 .000 -88.572 -0 .565 0 .045 l 4173 59597 59577 6.000 140 .000 130.000 -28.096 -0.319 0.014 14174 59521 59597 6.000 230 .000 130.000 -20.316 -0.231 0 .013 I 4175 59605 59521 8.000 215.000 130 .000 78.484 0.501 0.035 I 4176 59441 59605 8 .000 280.000 130.000 88.484 0.565 0.057 I I 4177 59437 59441 8.000 70.000 130 .000 -89.212 -0 .569 0.015 4178 59456 5945 7 8.000 360.000 130.000 27.562 0.176 0 .008 4179 59449 59429 6.000 240.000 130.000 10.457 0.119 0.004 ! 4180 59456 59449 8.000 140.000 130.000 26.380 0.168 0.003 14181 59429 5953 7 6.000 285.000 130.000 11.860 0.135 0.006 I 4182 59432 59636 6.000 75.000 130 .000 -18 .53 0 -0.210 0.003 I 4183 59636 59521 6.000 185.000 130.000 -23.530 -0.267 0.013 14184 59496 59465 8.000 341.000 130.000 121.064 0.773 0.125 I 4185 59650 59387 12 .000 44.000 130.000 -576 .504 -1.635 0 .040 4186 59428 59651 12.000 65.000 130.000 -356.392 -1.011 0.024 4187 59461 59564 8.000 57.000 130.000 13.330 0.085 0 .000 ) 4188 59651 59650 12.000 190.000 130.000 -356.392 -1.011 0.071 I I 4189 59464 59421 8 .000 436.000 130 .000 0.656 0.004 0 .000 I EXHIBIT6A Description: Steady State Analysis Peak Day with Cottages Res ults -Junctions Number of Junctions : 75(Selection) I J unction ID Description I I 59320 I 59343 I 59370 I 59372 I 59383 I 59384 I 59385 I 59386 I 59387 I 59388 I 59389 I 59409 I 59410 I 59411 I 59412 I 59413 I 59414 I 59415 EXHIBIT6B MikeNET Ana lysis Elevation Demand [ft] (gpm] 313.500 0.000 312.750 0.000 312.000 0.000 326.000 0.000 326.000 0.000 325.000 0.000 321.000 0.000 320.000 13 .300 318 .000 1.020 304.000 0 .000 316.000 0.940 328.500 0 .000 328.000 0.000 327.000 98.890 327.000 0.000 324.000 7.720 320.000 0.000 328.000 0.000 Grade Pressure [ft] (psi] 493.821 78.133 493.817 78.456 494.242 78.965 -22178438 .0 -9610058.00 -22178438.0 -9610058.00 -22178438 .0 -9610058.00 493.989 74.956 494.015 75.401 494.076 76.294 494.310 82.461 494.497 77.343 -22178438.0 -9610060.00 -22178438 .0 -9610059.00 -22178438.0 -9610059.00 493.967 72.347 493.974 73.650 493.981 75.386 498 .017 73 .668 EXHIBIT6B I Junction ID Description Elevation Demand Grade Pressure I [ft) [gpm] [ft] [psi] I 59416 327.000 0.000 498.017 74.101 I 59417 323.000 0.000 -22178438 .0 -9610057.00 I I 1317.914 16.000 1494.988 176.726 - 59419 I 59420 321.000 6.000 495.602 75.655 I 59421 327.250 98.890 -22178438 .0 -9610059.00 I 59425 325 .700 5 .560 493.868 72.867 I 59428 323 .300 5.000 493.940 73 .938 I 59429 339.200 10.000 493.304 66.773 I 59432 336.800 5.830 493.307 67 .814 I 59433 332.000 0 .830 493.299 69.891 I 59436 330.500 5.830 493.254 70.521 I 59437 326 .700 3.330 493.402 72.232 I 59440 332.200 20.830 493.344 69.823 I I 1328.000 1 16.670 1493.416 59441 71.675 I 59444 327 .500 1.110 493.513 71.933 I 59445 336 .200 8.610 493.307 68.074 I 59449 339.200 8.610 493.308 66.775 I I 1340.000 I 11.110 1493.311 166.430 59456 I 59457 345 .300 18.890 493.303 64.130 I 59460 341.500 11.110 493.298 65.774 I 59461 331 .000 7.220 493.219 70.290 I 59464 329.000 98.890 -22178438 .0 -9610060.00 I 59465 322.500 0.000 493.568 74 .124 I I 59473 330.500 5.830 493 .520 70 .636 EXHIBIT6B I J un ction ID Descript ion Elevation Demand G rade Press u re I [ft] [gpm] [ft] [psi] I 59476 330.500 8.330 493 .543 70.646 I 59477 326.500 13.060 493.588 72.399 I 59480 323.700 5.560 493.658 73.643 I 59484 324.500 6.940 493 .689 73 .3 09 I 59488 326.000 6.940 493.754 72.688 I 59489 325.700 5 .560 493.824 72.848 I 59496 318 .000 0.000 493.693 76.128 I 59497 328.800 2.080 493.389 71.316 I 59500 330 .000 2.220 493.389 70.796 I 59504 329.300 5.560 493.436 71.120 I 59508 330 .800 2 .780 493.358 70.437 I 59512 326.600 5.560 493.691 72.401 I 59516 332.200 11.110 493.300 69.804 I 59517 334 .000 15.830 493.303 69.026 I 59521 334.000 12 .500 493.324 69.035 I 59525 336.800 24.170 493.299 67.811 I 59537 339.000 13.890 493.299 66.858 I I 1320.700 16.670 59541 493.929 75.060 I 59548 323 .300 11 .670 493 .650 73.812 I 59552 329.200 8.330 493 .650 71.256 I 59553 329.000 10 .000 493.629 71.334 I 59560 330.000 2.500 493.436 70.817 I I 1331 .500 1 5 .830 1493 .217 170 .072 59561 I 59564 330 .600 0 .000 493.219 70.463 EXHIBI T6B I J unction ID D escription Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59565 327.000 5 .560 493.656 72.212 I 59569 328.000 6.940 493.523 71.721 I 59577 331.500 1.670 493 .350 70.130 I 59588 328.900 7.500 493.208 71.195 I 59597 332.000 7.780 493.336 69.907 I 59605 332.000 10.000 493.359 69.917 I 59636 335.500 5.000 493.310 68.379 I 59650 319.000 0.000 494.035 75.843 I 59651 323.300 0.000 493.964 73.949 EXHIBIT6B EXHIBIT7A MikeNET Analysis Description: Peak Day with Cottag es & Fireflow at N ode 59517 Results -Pipes Number of Pipes : 84(Selection) I Pipe Node Node Diameter Length Roughness ID 1 2 I I I I I [in] I [ft] [millift] I 2789 1905 59419 18.000 325.541 130.000 I 1 59343 1 59320 I 10.000 1 24.117 1 130.000 14034 I 4081 59372 59383 8.000 41 .505 130.000 14082 59383 59384 8.000 122 .704 130.000 14083 59384 59417 8 .000 52.182 130.000 I 4084 59385 59386 12.000 191.702 130 .000 I 4085 59386 59650 12.000 132.302 130.000 14086 59387 59370 12.000 181.268 130.000 14087 1 59370 1 59388 I I 2 .000 1 74 .027 1 130.000 I 4088 59388 59389 12.000 204.664 130.000 I 4089 59389 1905 12.000 71 .223 130.000 I 4112 59409 59410 8 .000 163.477 130.000 4113 59410 59411 8.000 223 .500 130.000 4114 59411 59412 8.000 533.635 130.000 I 4115 59412 59413 12 .000 197.971 130.000 I 4116 59413 59414 12.000 189.021 130.000 14117 59414 59385 12.000 187.079 130.000 4118 59412 59415 12.000 463.974 130.000 Flow Velocity Head loss [gpm] [ftls] [ft] -2998.082 I -3.780 0.875 -430 .331 -1.758 0 .031 -98.890 -0.631 0.000 -98.890 -0.631 0.000 -98.890 -0.631 0.000 -205.500 -0.583 0 .026 -218.800 -0.621 0.020 -1523.779 -4.323 1.002 1 -1523.779 1 -4.323 0.409 -1523.779 -4 .323 1.131 -] 524.719 -4.325 0.394 -0.000 -0.000 0 .000 -0.000 -0.000 0.000 0.000 0.000 0.000 -98.890 -0.281 0.007 -106.610 -0.302 0.008 -106.610 -0 .302 0.007 0.000 0.000 0.000 I EXHIBIT7A I Pipe Node Node Diameter Length Roughness F low Velocity Head loss I ID 1 2 [in) [ft] [m ill ift] [g p m) [ft/s] [ft] 4119 59415 59416 12.000 205.281 130.000 0.000 0.000 0.000 I 4121 59416 6796 12.000 204.628 130 .000 -0.000 -0.000 0.000 14122 59372 59421 8.000 491.944 130.000 98.890 0.631 0.000 I 4123 59417 59385 12 .000 292.550 130 .000 0 .000 0.000 0.000 14126 59419 59420 18.000 468.475 130.000 -3004.082 -3.788 1.263 I 4127 1 59420 1 1887 I 18 .000 1 868 .701 I 130.000 . [ -3010 .082~ -3.795 2 .352 14128 59421 59409 8.000 384.941 130.000 -0.000 -0.000 0.000 14130 59425 59428 12.000 205 .000 130.000 -1292.289 -3.666 0.835 \ 4131 59429 59432 6.000 145.000 130.000 -15.884 -0.180 0 .005 14132 1 59433 1 59436 8.000 115.000 130.000 125.270 0.800 0.045 I 4133 59437 59440 8.000 300.000 130.000 440.870 2.814 1.202 14134 1 59441 1 59444 8.000 110.000 130.000 -1045.710 -6.675 2.183 I 4135 59445 59432 6.000 240.000 130.000 100.446 1.140 0.252 1 4136 59449 59445 6 .000 145.000 130.000 109.056 1.237 0 .178 J 4137 59440 59456 8.000 280 .000 130.000 420.040 2.681 1.026 1 4138 59457 59460 6.000 380.000 130.000 137.611 1.561 0 .716 14139 1 59461 1 59464 j 8.ooo j 180 .000 1 130.000 0.000 0 .000 0.000 I 4140 59465 59444 8.000 150 .000 130.000 672.841 4.295 1.315 \ 4141 59444 59473 8.000 45 .000 130.000 -373.979 -2.387 0 .133 \ 4142 59473 59476 8.000 135.000 130.000 -379.809 -2.424 0.411 4143 59477 59480 8.000 265.000 130.000 -401.199 -2.561 0.892 4144 59480 59484 8.000 105.000 130.000 -406.759 -2.596 0.363 \ 4145 59484 59488 8.000 200.000 130 .000 -413.699 -2 .641 0.712 I 4146 59489 59425 8 .000 110 .000 130.000 -426.199 -2 .720 0.414 I EXHIBIT7A I P i pe Nod e Node Diameter Len gth Rou ghness Flow Velocity Head loss I ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4141 1 59343 1 59496 1 8.000 1 340.000 130.000 672.841 4.295 2.981 I 4148 59497 59500 6.000 90.000 130.000 -2.080 -0.024 0.000 I 4149 59500 59504 8.000 80.000 130.000 -804.410 -5.134 0.977 \ 4150 59500 59508 8 .000 55 .000 130.000 800.110 5.107 0.665 l 4151 59425 59512 8.000 I 70.000 130.000 860.530 5.493 2.351 I 4152 59433 59516 8 .000 150.000 130.000 498.811 3.184 0.756 I 4153 59517 59516 8.000 305.000 130.000 -487 .701 -3.113 1.474 I 4154 1 59521 1 59517 1 8.000 I 190.000 j 130.000 1 799.041 5.100 2.291 ) 4155 59525 59537 6.000 295.000 130.000 -253.258 -2.874 1.720 4156 59508 59433 8.000 165.000 130.000 624.911 3.989 1.262 4157 59517 59525 8 .000 140.000 130.000 -229.088 -1.462 0 .167 l 4158 59537 59460 6.000 I 65.000 130.000 -126.501 -1.435 0.266 I 14159 59541 59428 4 .000 220 .000 130.000 -6.670 -0 .170 0 .011 1 4160 59512 59548 4.000 295.000 130.000 11.670 0.298 0.042 ] 4161 59565 59552 6.000 130.000 130 .000 18.330 0 .208 0.006 4162 59553 59552 4.000 200.000 130 .000 -10.000 -0.255 0 .021 4163 59504 59560 6.000 90.000 130.000 2.500 0.028 0.000 I 4164 59561 59564 6.000 65 .000 130.000 -13.330 -0.151 0.002 I I 4165 59565 59512 8.000 40.000 130 .000 -843.300 -5.383 0.533 1 4166 59569 59565 8.000 190.000 130.000 -819.410 -5.230 2.400 4167 59504 59569 8.000 135.000 130.000 -812.470 -5.186 1.679 4168 59577 59508 6.000 75.000 130.000 -172.419 -1 .956 0.215 I 4169 . 59488 59489 8 .000 190 .000 130.000 -420 .639 -2.685 0.698 ] 4170 59561 59588 4 .000 151.000 130.000 7.500 0.191 0.009 EXHIBIT7A Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 l [in] [ft] [miUift] [gpm] [ft/s) [ft] l 4171 59436 59461 8.000 97.000 130.000 119.440 0.762 0.034 4172 59476 59477 8.000 220.000 130 .000 -388.139 -2.477 0.696 4173 59597 59577 6.000 140.000 130.000 -170.749 -1.938 0.393 14174 59521 59597 6.000 230.000 130.000 -162 .969 -1.849 0.593 I 4175 59605 59521 8.000 215 .000 130.000 574.840 3.669 1.409 14176 59441 59605 8.000 280.000 130.000 584.840 3.733 1.894 I 4177 59437 59441 8.000 70.000 130.000 -444.200 -2.835 0.284 14178 59456 59457 8.000 360 .000 130.000 156 .501 0.999 0.212 I 4179 59449 59429 6.000 240.000 130.000 134.763 1.529 0.435 I I 4180 59456 59449 8.000 140 .000 130.000 252.429 1.611 0.200 4181 59429 59537 6.000 285.000 130.000 140.647 1.596 0.559 4182 59432 59636 6.000 75 .000 130 .000 78 .732 0.893 0.050 4183 59636 59521 6.000 185.000 130.000 73.732 0.837 0.110 4184 59496 59465 8.000 341.000 130.000 672.841 4.295 2.990 I 4185 59650 59387 12.000 44.000 130.000 -1522.759 -4.320 0.243 14186 1 59428 1 59651 I 12.000 1 65.000 1 130.000 · 1 -1303.959 -3.699 0.269 1 4187 59461 59564 8.000 57.000 130.000 13.330 0.085 0.000 I 4188 59651 59650 12.000 190 .000 130.000 -1303 .959 -3.699 0.787 l 4189 1 59464 1 59421 1 8.000 1436.000 1 130.000 -0.000 -0.000 0.000 EXHIBIT7A EXHIBIT7B MikeNET Analysis Description: Peak Day with Cottages & Fireflow at Node 59517 Results -Junctions Number of Junctions: 75(Selection) 1 Ju nction ID Description E levation Demand I I [ft] [gpm] I 59320 313.500 0.000 I 59343 312 .750 0 .000 159370 312.000 0.000 I I 1 326.000 59372 0.000 I 59383 326 .000 0.000 I 59384 325.000 0.000 I I 1 321.000 1 o.ooo 59385 I 59386 320.000 13.300 1 59387 318.000 1.020 I 59388 304 .000 0 .000 I 59389 316.000 0.940 I 59409 328.500 0.000 I 59410 328.000 0.000 \ 59411 327.000 98.890 159412 327.000 0.000 I 59413 324.000 7.720 I 59414 320.000 0.000 I 59415 328.000 0.000 Grade Pressure [ft] (psi] 485.723 74.624 485.692 74.936 485.861 75.334 -22032306 .0 -9546739 .00 -22032306.0 -9546739.00 -22032306.0 -9546739.00 484.570 70.875 484.596 71.320 484.859 72.300 486.270 78.978 487.402 74.268 -22032306.0 -9546741.00 -22032306.0 -9546740.00 -22032306.0 -9546740.00 484.549 68.266 484 .555 69.569 484.563 71.305 494.061 71.954 EXHIBIT7B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft) (psi] I 59416 327.000 0.000 494.061 72.388 I 59417 323.000 0.000 -22032306.0 -9546738.00 I 59419 317.914 6.000 488.671 73 .989 I 59420 321.000 6.000 489.934 73.199 I 59421 327.250 98.890 -22032306.0 -9546740 .00 I 59425 325.700 5.560 482.724 68.039 I 59428 323.300 5.000 483.560 69.440 J 59429 339.200 10.000 473.075 58.008 I 5943 2 336.800 5.830 473 .080 59.050 j 59433 332.000 0.830 472.859 61.034 59436 330.500 5.830 472.814 61.665 59437 326.700 3.330 475.938 64.665 j 59440 332 .200 20.830 474 .736 61.761 I 59441 328 .000 16 .670 476 .223 64.225 I 59444 327.500 1.110 478.405 65.387 I 59445 336.200 8.610 473 .333 59.420 I 59449 339.200 8.610 473.510 58.197 1 59456 340.000 11.110 473.710 57.936 I 59457 345.300 18.890 473.498 55.548 I 59460 341.500 11.110 472.782 56.885 I 59461 331.000 7.220 472 .780 61.433 I 59464 329.000 98.890 -22032306.0 -9546741 .00 I 59465 322.500 0 .000 479.720 68.124 I 59473 330.500 5.830 478.538 64.145 EXHIBIT7B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi) I 59476 330 .500 8.330 478.949 64.323 I 59477 326.500 13.060 479.645 66.358 I 59480 323.700 5.560 480.537 67.957 I 59484 324.500 6.940 480.900 67 .768 I 59488 326.000 6.940 481.612 67.427 I 59489 325.700 5.560 482.310 67.859 I 59496 I 1 318.000 0.000 482.710 71.369 I 59497 328.800 2.080 474.785 63 .2 55 I 59500 330 .000 2.220 474.785 62.735 I 59504 329.300 5.560 475.762 63.462 159508 330.800 2 .780 474.121 62.l 01 I 59512 326.600 5.560 480.373 66.630 I 59516 332.200 11.110 472.103 60 .620 I 59517 334.000 1515.830 470.630 59.202 I 59521 334.000 12.500 472.920 60.194 I 59525 336.800 24.170 470.797 58 .061 l 59537 339.000 13.890 472.516 57 .853 I 59541 320.700 6.670 483 .549 70 .562 1 59548 323.300 11.670 480.332 68 .042 J 59552 329.200 8.330 479.834 65.270 I 59553 329 .000 10.000 479.813 65 .3 47 I 59560 330 .000 2.500 475.762 63.159 I 59561 331.500 5.830 472.778 61.216 I 59564 330.600 0.000 472.779 61.606 EXHIBIT7B I J u nction ID Description E levation Demand Grade Press ure I [ft] [gpm] [ft] [ps i] 159565 327.000 5.560 479.840 66.226 I 59569 328.000 6.940 477.440 64.752 I 59577 331 .500 1.670 473.906 61.705 I 59588 328.900 7.500 472.768 62.338 I 59597 332.000 7.780 473.51 3 61.3 17 159605 332.000 10.000 4 74.329 61.671 I 59636 335.500 5.000 473.030 59.592 159650 319.000 0.000 484.616 71 .761 I 59651 323.300 0.000 483.829 69.557 EXBIBIT7B EXHIBIT SA MikeNET Analysis Description: Peak Day with Cottages & Fireflow at Node 5951 2 Results -Pipes Number of Pipes : 84(Selection) I Pipe Node Node Diameter Length Roughness I ID 1 2 I I I .I [in] [ft] [millift] , 4034 59343 59320 10.000 24.117 130.000 I 4081 59372 59383 8.000 41.505 130.000 1 4082 59383 59384 8.000 122 .704 130.000 I 4083 59384 59417 8.000 52.182 130.000 4084 59385 59386 12 .000 191.702 130.000 4085 59386 59650 12.000 132.302 130.000 1 4086 59387 59370 12.000 181.268 130.000 4087 59370 59388 12.000 74.027 130.000 4088 59388 59389 12.000 204.664 130.000 4089 59389 1905 12.000 71 .223 130.000 4112 59409 59410 8 .000 163.477 130.000 I 4113 59410 59411 8 .000 223.500 130.000 j 4114 59411 59412 8.000 533.635 130.000 14115 1 59412 1 59413 I 12 .000 1 197.971 1 130.000 I 4116 59413 59414 12.000 189 .021 130.000 14117 59414 59385 12.000 187 .079 130.000 I 4118 59412 59415 12 .000 463.974 130.000 : 4119 59415 59416 12.000 205.281 130.000 Flow Velocity Head loss [gpm] [ft/s] [ft] -351.867 -1.437 0.021 -98.893 -0.631 0.000 -98.893 -0 .631 0.000 -98.893 -0.631 0.000 -205.505 -0 .583 0.026 -218.805 -0.621 0.020 -1653.559 -4.691 1.166 -1653.559 -4.691 0.476 I -1653 .559 -4.691 1.317 -1654.499 -4.693 0.459 -0.002 -0.000 0.000 -0.003 -0.000 0.000 0.000 0.000 0.000 I 1 -98.893 -0.281 0.007 -106 .613 -0.302 0.008 -106 .613 -0.302 0.008 0.000 0.000 0 .000 0 .000 0.000 0.000 EXHIBIT SA I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] (ft) [millift] [gpm] [ft/s) [ft] ) 4121 59416 6796 12.000 204.628 130.000 -0.000 -0.000 0.000 4122 59372 59421 8.000 491.944 130.000 98 .893 0.631 0.000 4123 59417 59385 12.000 292.550 130.000 0.000 0.000 0.000 I 4126 59419 59420 18 .000 468.475 130.000 -3009.576 -3 .794 1.268 14127 59420 1887 18.000 868.701 130.000 -3015.576 -3.802 2.360 \ 4128 59421 59409 8.000 384.941 130 .000 0.001 0.000 0.000 \ 4130 59425 59428 12.000 205.000 130 .000 -1422.064 -4 .034 0.997 14131 59429 59432 6 .000 145 .000 130.000 16.268 0.185 0.005 \ 4132 59433 59436 8.000 115.000 130.000 125.273 0.800 0.045 I 1 59437 1 59440 1 8.000 1 300.000 1 130.000 1 267.043 1 1.704 4133 0.475 \ 4134 59441 59444 8.000 110.000 130 .000 -645.185 -4.118 0.892 I 4135 1 59445 1 59432 1 6.000 I 240 .000 1 130 .ooo 1 56.731 1 o.644 0 .088 1 4136 59449 59445 6.000 145.000 130.000 65.341 0.741 0.069 4137 59440 59456 8.000 280.000 130.000 246 .213 1.572 0.382 ' 4138 59457 59460 6 .000 380.000 130.000 66.108 0.750 0.184 ) 4139 59461 59464 8.000 180.000 130.000 0 .000 0.000 0.000 I 4140 59465 59444 8.000 150.000 130 .000 543.068 3.466 0.884 4141 59444 59473 8.000 45.000 130.000 -103.226 -0.659 0.012 14142 1 59473 1 59476 1 8.000 1 135.000 130 .000 -109.056 -0.696 0.041 14143 59477 59480 8.000 265.000 130 .000 -130.446 -0.833 0.111 4144 59480 59484 8.000 105.000 130 .000 -136.006 -0.868 0.048 4145 59484 59488 8.000 200.000 130.000 -142 .946 -0.912 0.100 I 4146 59489 59425 8 .000 110.000 130.000 -155.446 -0.992 0.064 1 4147 59343 59496 8.000 340 .000 130.000 543.068 3.466 2.005 EXHIBIT SA Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft) 4148 59497 59500 6.000 90.000 130.000 -2.080 -0 .024 0.000 I 4149 59500 59504 8.000 80.000 130 .000 295.062 1.883 0 .152 I 4150 59500 59508 8 .000 55.000 130.000 -299 .362 -1.911 0.108 I 4151 59425 59512 8.000 170.000 130 .000 ~261.058 f 8.049 4.772 14152 59433 59516 8.000 150.000 130.000 -273.363 1.745 0 .248 I 4153 59517 59516 8.000 305 .000 130.000 284.473 1.816 0.543 I 4154 59521 59517 8.000 190 .000 130.000 233.480 1.490 0.235 I 4155 1 59525 59537 6.000 295.000 130.000 -90.993 -1.033 0.258 4156 59508 59433 8.000 165.000 130.000 -147.261 -0.940 0.087 4157 59517 59525 8.000 140.000 130.000 -66.823 -0.427 0.017 I 4158 59537 59460 6.000 165.000 130.000 -54.998 -0.624 0.057 4159 59541 59428 4 .000 220.000 130.000 -6.670 -0.170 0.011 4160 59512 59548 4 .000 295.000 130.000 11.670 0.298 0.041 4161 59565 59552 6.000 130.000 130.000 18.330 0.208 0.006 4162 59553 59552 4 .000 200.000 130.000 -10 .000 -0.255 0.021 I 4163 59504 59560 6 .000 90.000 130 .000 2.500 0.028 0.000 I 4164 59561 59564 6.000 65.000 130.000 -13 .330 -0.151 0 .002 l 4165 59565 59512 8 .000 40.000 130.000 256.172 1.635 0.059 I 1 59569 1 59565 1 8.ooo 1 190 .000 1 130.000 4166 280.062 1.788 0.329 I 4167 59504 59569 8.000 135.000 130.000 287.002 1.832 0.244 14168 59577 59508 6.000 75.000 130.000 154.881 1.757 0.176 1 4169 59488 59489 8.000 190.000 130.000 -149.886 -0.957 0.103 4170 59561 59588 4.000 151.000 130.000 7.500 0.191 0 .009 4171 59436 59461 8.000 97.000 130.000 119.443 0 .762 0 .035 I EXHIBIT BA I Pi p e Node No d e Diameter Length Rough ness F low Ve locity Head loss I ID 1 2 I [in] [ft] [m illift] [gpm] [ft/s] [ft] I 4172 59476 59477 8.000 220.000 130.000 -117.386 -0.749 0.076 I 4173 59597 59577 6.000 140.000 130 .000 156.551 1.776 0.335 I 4174 59521 59597 6.000 230 .000 130.000 164.331 1.865 0 .602 I 4175 59605 59521 8 .000 215.000 130.000 348.142 2 .222 0.556 l 4176 59441 59605 8.000 280 .000 130.000 358.142 2.286 0.764 14177 59437 59441 8.000 70.000 130.000 -270.372 -1.726 0.113 I 4178 59456 59457 8 .000 360.000 130.000 84.998 0.543 0.068 14179 59449 59429 6.000 240.000 130.000 76.154 0 .864 0.151 ) 4180 59456 59449 8.000 140.000 130 .000 150 .105 0.958 0.076 I 4181 59429 59537 6.000 285 .000 130.000 49.886 0.566 0.082 14182 1 59432 1 59636 16.000 1 75.000 1 130.000 1 67.169 1 o.762 0.037 I 4183 1 59636 1 59521 16.000 1 185.000 130.000 62.169 0.705 0.080 I 4184 59496 59465 8 .000 341.000 130.000 543.068 3.466 2.011 14185 59650 59387 12 .000 44 .000 130 .000 ""-1652.539 -4.688 0.283 l 4186 59428 59651 12.000 65.000 130.000 -1433.734 -4 .067 0.321 4187 59461 59564 8.000 57.000 130.000 13.330 0.085 0.000 4188 59651 59650 12.000 190.000 130.000 -1433.734 -4.067 0 .939 14189 59464 59421 8.000 436.000 130.000 0 .003 0 .000 0.000 EXH1BIT8A EXHIBIT8B MikeNET Analysis Description: Peak Day with Cottages & Firetlow at Node 5951 2 Results -Junctions Number of Junctions: 75(Selection) 1 Junction ID Description Elevation Demand I [ft] [gpm) I 59320 313.500 0.000 I 59343 312.750 0.000 I 59370 312.000 0.000 I 59372 326.000 0.000 I 59383 326.000 0.000 I 59384 325.000 0.000 I 59385 321.000 0 .000 I 59386 320.000 13.300 I 59387 318.000 1.020 I 59388 304.000 0.000 I 59389 316.000 0.940 1 59409 I 1 328.500 1 o.ooo 1 59410 328 .000 0 .000 I 59411 327.000 98.890 I 59412 327.000 0.000 I 59413 324.000 7.720 I 59414 320.000 0.000 I 59415 328.000 0.000 Grade Pressure [ft] [psi) 486 .186 74 .825 486.164 75.140 485.525 75.188 -22032876.0 -9546986.00 -22032876.0 -9546986.00 -22032876.0 -9546986.00 484.030 70.641 484.056 71.085 484.359 72.083 486.001 78.861 487.318 74.232 -22032876.0 -9546988.00 -22032876 .0 -9546987 .00 -22032876 .0 -9546987 .00 484.008 68.032 484.015 69.334 484.022 71.071 494.058 71.953 EXHIBIT SB 1 J unction ID Description Elevation Demand Grade Press ure I [ft] [gpm] [ft] [psi] 59416 327.000 0.000 494.058 72.386 59417 323.000 0.000 -22032876.0 -9546985.00 1 59419 317.914 6.000 488.654 73.982 I 59420 321.000 6.000 489.922 73.194 I 59421 327.250 98.890 -22032876.0 -9546987 .00 I 59425 325.700 5.560 481.819 67.646 I 59428 323 .300 5.000 482 .816 69.118 I 59429 339.200 10.000 479.174 60 .651 I 59432 336.800 5.830 479 .169 61 .688 I 59433 332.000 0.830 478.026 63.273 l 59436 330.500 5.830 477.981 63.904 I 59437 326.700 3.330 480.258 66.537 I 59440 332.200 20.830 479.783 63.948 I 59441 328.000 16.670 480.372 66.023 I 59444 327.500 1.1] 0 481.264 66.626 I 59445 336 .200 8.610 479.257 61.986 J 59449 339.200 8.610 479.325 60.716 l 59456 340.000 11.110 479.402 60.403 I 59457 345.300 18.890 479.333 58.077 I 59460 341 .500 11.110 479.149 59.643 I 59461 331 .000 7.220 477.946 63.672 l 59464 329.000 98 .890 -22032876.0 -9546988.00 I 59465 322.500 0.000 482.149 69.176 I 59473 330.500 5.830 481.276 65.331 EXHIBIT SB I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59476 330 .500 8 .330 481.317 65.349 I 59477 326.500 13.060 481.393 67 .115 159480 I 1 323.700 1 5.560 1481 .504 168 .377 - 1 59484 324.500 6.940 481.552 68.051 I 59488 326.000 6.940 481.652 67.444 159489 325 .700 5.560 481.755 67.619 I 59496 318.000 0.000 484.159 71.997 J 59497 328 .800 2.080 477.831 64 .575 \ 59500 330.000 2.220 477.831 64 .055 I 59504 329.300 5.560 477.679 64.293 1 59508 330.800 2.780 477 .939 63.755 J 59512 326.600 1505.560 477.047 65 .189 I 59516 332.200 11.110 478.274 63.294 I 59517 I 1 334.000 I 15.830 1478 .817 162.749 1 59521 334.000 12.500 479.052 62.851 I 59525 336.800 24.170 478.834 61.543 I 59537 339.000 13.890 479 .092 60.702 : 59541 320.700 6.670 482.805 70.240 I 59548 323.300 11.670 477.006 66.601 \ 59552 329.200 8.330 477.100 64.085 I 5955 3 329.000 10.000 477.079 64.163 l 59560 330.000 2.500 477 .679 63.989 I 59561 331.500 5.830 477.944 63.454 I 59564 330.600 0 .000 477.946 63.845 EXHIBIT SB I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59565 327 .000 5.560 477.106 65.041 159569 328.000 6.940 477.435 64.750 I 59577 331.500 1.670 478.115 63.528 I 59588 328.900 7.500 477.935 64.577 I 59597 332.000 7.780 478.450 63.457 ! 59605 332.000 10.000 479.608 63.959 I 59636 335.500 5.000 479.132 62.236 159650 319.000 0.000 484.076 71.527 159651 323.300 0.000 483.137 69.258 EXHIBIT SB EXHIBIT9A M ikeNET A na lysis Description: Peak Day with Cottages & F ireflow at Node 59457 Res ul ts -Pipes Number of Pipes: 84(Selection) I P ipe Nod e No d e Diam eter Length Ro ug hness ID 1 2 I [i n] [ft] [mill ift] 1 4034 59343 59320 10.000 24 .117 130.000 ' 4081 59372 59383 8.000 41.505 130.000 \ 4082 59383 59384 8 .000 122.704 130.000 14083 59384 59417 8 .000 52.182 130.000 I 4084 59385 59386 12 .000 191.702 130.000 4085 59386 59650 12 .000 132 .302 130.000 4086 59387 59370 12.000 181.268 130.000 1 4087 59370 59388 12.000 74.027 130.000 \ 4088 59388 59389 12.000 204.664 130.000 4089 59389 1905 12.000 71 .223 130.000 4112 59409 59410 8 .000 163.477 130.000 4113 59410 59411 8 .000 223 .500 130.000 I 4114 59411 59412 8 .000 533 .635 130.000 4115 59412 59413 12 .000 197.971 130 .000 4116 59413 59414 12.000 189 .021 130.000 I 4117 59414 59385 12.000 187.079 130.000 4118 59412 59415 12 .000 463.974 130.000 4119 59415 59416 12.000 205.281 130.000 Flow Velocity Head loss [gpm] [ft/s] [ft] -452.395 -1 .848 0 .034 -106.182 -0.678 0 .000 I -106.182 -0.678 0.000 -106.182 -0 .678 0.000 -220.084 -0.624 0.029 -233.384 -0.662 0.022 -1509.020 -4 .2 81 0 .984 -1509.020 -4 .2 81 0.402 -1509.020 -4.281 1.111 -1509.960 -4.283 0.387 -7.292 -0.047 0.000 -7.292 -0.047 0 .000 0.000 0.000 0.000 -106.182 -0.301 0.008 -113.902 -0 .323 0.008 -113.902 -0.323 0 .008 0.000 0.000 0.000 -0.000 -0.000 0.000 EXHIB IT9A I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss I ID 1 2 l [in] [ft] [millift] [gpm] [ft/s] [ft] l 4121 59416 6796 12 .000 204.628 130.000 -0 .000 -0.000 0.000 \ 4122 59372 59421 8.000 491.944 130.000 106.182 0.678 0 .000 I I 4123 59417 59385 12.000 292.550 130 .000 0.000 0.000 0.000 I 4126 59419 59420 18.000 468.475 130.000 -3016.734 -3.803 1.273 I 4127 59420 1887 18.000 868.701 130 .000 -3022.734 -3.811 2.370 I 4128 59421 59409 8 .000 384.941 130.000 -0.000 -0.000 0.000 4130 59425 59428 12.000 205.000 130.000 -1262.946 -3.583 0.801 I 4131 59429 59432 6.000 145.000 130.000 -226.652 -2.572 0.688 j 4132 59433 59436 8 .000 115.000 130.000 132.562 0 .846 0.049 \ 4133 59437 59440 8 .000 300.000 130.000 765.692 4 .887 3 .342 I 4134 59441 59444 8 .000 110.000 130.000 -1131.981 -7.225 2.528 l 4135 59445 59432 6 .000 240 .000 130.000 -197.686 -2.243 0.884 I 14136 59449 59445 6.000 145.000 130.000 -189.076 -2.145 0.492 J 4137 59440 59456 8.000 280.000 130.000 744 .862 4.754 2.964 14138 59457 59460 6 .000 380.000 130.000 -432.038 -4.902 5.957 14139 59461 59464 8.000 180.000 130.000 0.000 0 .000 0.000 14140 59465 59444 8.000 150.000 130.000 709.476 4 .528 1.451 l 4141 59444 59473 8.000 45 .000 130.000 -423.615 -2.704 0.168 14142 1 59473 1 59476 1 8.ooo 1 135.000 1 130.000 1 -429.445 1-2.741 1 o.515 - 14143 59477 59480 8.000 265.000 130.000 -450.835 -2 .878 1.107 4144 59480 59484 8.000 105.000 130.000 -456.395 -2 .913 0.449 4145 59484 59488 8.000 200.000 130.000 -463.33 5 -2.957 0 .879 4146 59489 59425 8.000 110.000 130.000 -475 .835 -3.0 37 0.508 4147 59343 59496 8.000 340.000 130.000 709.476 4.528 3 .289 EXHIBIT9A Pipe Node Node Diameter Length Rou ghness Flow Velocity Head loss ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] I 4148 59497 59500 6.000 90.000 130.000 -2.080 -0.024 0.000 4149 59500 59504 8.000 80 .000 130.000 -725.431 -4.630 0.806 4150 59500 59508 8.000 55 .000 130.000 721.131 4.603 0.548 4151 59425 59512 8 .000 170 .000 130.000 781.551 4.988 1.967 4152 59433 59516 8.000 150.000 130.000 360.901 2.304 0.415 14153 1 59517 1 59516 1 8.ooo 305 .000 130.000 -349.791 -2.233 0.796 1 4154 59521 59517 8.000 190.000 130.000 103.230 0.659 0.052 I 4155 59525 59537 6.000 295.000 130.000 413.020 4.687 4.254 I 4156 59508 59433 8.000 165.000 130.000 494.293 3.155 0.817 I 4157 59517 59525 8.000 140.000 130.000 437.190 2.790 0 .552 I 4158 59537 59460 6.000 165.000 130.000 443.148 5.028 2.711 14159 1 59541 1 59428 14.000 i 220.000 130.000 -6.670 -0.170 0.011 I 4160 59512 59548 4.000 295 .000 130.000 11.670 0.298 0.042 I 4161 59565 59552 6.000 130.000 130.000 18.330 0 .208 0.006 14162 59553 59552 4 .000 200.000 130 .000 -10.000 -0.255 0.021 14163 59504 59560 6.000 90.000 130 .000 2 .500 0.028 0.000 4164 59561 59564 6.000 65 .000 130.000 -13.330 -0.151 0.002 4165 59565 59512 8.000 40.000 130.000 -764.321 -4.878 0.444 I 4166 59569 59565 8 .000 190 .000 130.000 -740.431 -4.726 1.989 14167 59504 59569 8.000 135.000 130.000 -733.491 -4.682 1.389 14168 59577 59508 6.000 75 .000 130 .000 -224.058 -2.542 0 .348 I 4169 59488 59489 8.000 190 .000 130.000 -470.275 -3.002 0.858 ! 4170 59561 595 8 8 4 .000 151.000 130.000 7.500 0.191 0.009 ) 4171 59436 59461 8.000 97.000 130.000 126.732 0.809 0.038 EXHIBIT9A I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss I ID 1 2 [in] [ft] [millift] [gpm] [ft/s] [ft] 4172 59476 59477 8.000 220 .000 130.000 -437.775 -2.794 0.870 4173 59597 59577 6 .000 140.000 130.000 -222.388 -2.523 0.641 1 4174 59521 59597 6 .000 230.000 130.000 -214 .608 -2.435 0.987 I 4175 59605 59521 8.000 215.000 130.000 336.289 2.146 0.522 4176 59441 59605 8.000 280.000 130.000 346.289 2.210 0 .717 4177 59437 59441 8.000 70.000 130.000 -769.022 -4 .908 0.786 4178 59456 59457 8.000 360.000 130.000 I 1086.852 6.9 37 7.672 1 4179 1 59449 1 59429 6.000 240.000 130.000 -172.635 -1.959 0.688 I 4180 59456 59449 8.000 140.000 130.000 -353.100 -2 .2 54 0.372 I 4181 59429 59537 6.000 285.000 130.000 44.018 0.499 0 .065 14182 1 59432 1 59636 1 6.000 75.000 130.000 -430 .168 -4.881 1.166 ) 4183 59636 59521 6.000 185.000 130.000 -4 35 .168 -4.938 2.939 14184 59496 59465 8.000 341.000 130.000 709.476 4.528 3.298 ) 4185 59650 59387 12.000 44.000 130.000 -1508 .000 -4.278 0.239 14186 59428 59651 12.000 65 .000 130 .000 -1274.616 -3.616 0.258 4187 59461 59564 8.000 57.000 130.000 13 .330 0 .085 0.000 4188 59651 59650 12 .000 190.000 130.000 -1274.616 -3.616 0 .755 l 4189 59464 59421 8.000 436.000 130.000 7.292 0 .047 0 .000 I EXHIBIT9A EXHIBIT9B MikeNET Analysis Description: Peak Day with Cottages & Fireflow at Node 59457 Results -Junctions Number of Junctions : 75(Selection) Junction ID Description Elevation Demand [ft] [gpm] I 59320 313.500 0 .000 159343 312.750 0.000 I 59370 312.000 0.000 J 59372 326.000 0.000 I 59383 326.000 0.000 I 59384 325.000 0.000 ) 59385 321.000 0.000 l 59386 320.000 13.300 I 59387 318.000 1.020 1 59388 304.000 0.000 159389 316.000 0.940 59409 328 .500 0.000 59410 328.000 0.000 I 59411 327 .000 98.890 I 59412 327.000 0.000 \ 59413 324.000 7.720 l 59414 320.000 0.000 59415 328.000 0.000 Grade Pressure [ft] [psi] 485.477 74.518 485.443 74.828 485.795 75.305 -23657014.0 -10250725.0 -23657014.0 -10250725.0 -23657014.0 -10250725.0 484 .520 70.853 484.550 71.299 484.811 72.279 486.197 78.946 487.308 74.228 -23657014.0 -10250727.0 -23657014 .0 -10250726.0 -23657014.0 -10250726.0 484.496 68.243 484.504 69.546 484.512 71.283 494 .002 71.929 EXHIBJT9B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59416 327.000 0.000 494.002 72.362 I 59417 323.000 0.000 -23657014.0 -10250724.0 I 59419 317.914 6.000 488.576 73 .948 I 59420 321 .000 6.000 489.850 73.162 I 59421 327.250 98.890 -23657014 .0 -10250726.0 J 59425 325.700 5.560 482.758 68 .053 1 59428 323.300 5.000 483.559 69.440 I 59429 339 .200 10.000 468.845 56.175 I 59432 336.800 5.830 469.533 57.513 I 59433 332.000 0 .830 474.797 61.874 I 59436 330.500 5.830 474.748 62.503 I 59437 I 1 326.700 3.330 474.091 63.864 J 59440 332.200 20.830 470.749 60.033 I 59441 328.000 16.670 474.877 63.642 J 59444 327.500 1.110 477.405 64.954 I 59445 336.200 8 .610 468.648 57.390 \ 59449 339.200 8 .610 468.157 55.877 1 59456 340 .000 11.110 467.785 55.369 J 59457 345.300 1518.890 460.112 49.748 I 59460 341.500 11.110 466.069 53.976 I 59461 331.000 7.220 474.709 62.269 1 59464 329 .000 98.890 -23657014.0 -10250727 .0 I 59465 322.500 0 .000 478.856 67.749 I 59473 330.500 5.830 477.572 63.726 EXHIBIT9B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] 59476 330.500 8.330 478.088 63.950 59477 326.500 13.060 478.958 66 .060 I 59480 I 1323.700 15.560 480.065 67 .753 I 59484 324 .500 6 .940 480 .514 67.601 I 59488 326 .000 6 .940 481.392 67.332 l 59489 325.700 5.560 482.251 67.833 I 59496 318.000 0.000 482.154 71.128 I 59497 328.800 2.080 476.163 63.852 I 59500 330.000 2.220 476.163 63.332 I 59504 329 .300 5.560 476.969 63.985 I 59508 330 .800 2.780 475.614 62.748 159512 326 .600 5.560 480.791 66 .811 I 59516 332.200 11.110 474.382 61.608 I 59517 334 .000 15.830 473.586 60.483 I 59521 334 .000 12.500 473.638 60 .505 I 59525 336.800 24.170 473.034 59.030 J 59537 339.000 13.890 468.780 56 .233 I 59541 320.700 6.670 483.548 70 .562 I 59548 323.300 11.670 480 .750 68.223 I 59552 329 .200 8.330 480.341 65.490 1 59553 329 .000 10.000 480.320 65.567 1 59560 330.000 2 .500 476.969 63.682 I 59561 331.500 5.830 474 .707 62.052 I 59564 330 .600 0.000 474.709 62.442 EXHIBIT9B 1 Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi) I 59565 327.000 5.560 480.347 66.445 I 59569 328.000 6.940 478.358 65.150 I 59577 331.500 1.670 475 .2 66 62.294 1 59588 328.900 7.500 474.698 63.174 I 59597 332.000 7 .780 474.624 61.799 I 59605 332.000 10.000 474.160 61.598 I 59636 335.500 5.000 470.699 58.582 I 59650 319.000 0 .000 484.572 71.742 J 59651 323.300 0.000 483.817 69.552 EXHIBIT9B EXHIBIT lOA MikeNET Analysis Description: Peak Day with Cottages & Firetlow at Node 59564 Results -Pipes Number of Pipes: 84(Se lection) I Pipe Node Node Diameter Length Roughness ID 1 2 I I I I [in] I [ft] I [millift] l 4034 59343 59320 10.000 24.117 130.000 14081 59372 59383 8.000 41.505 130.000 I 4082 59383 59384 8.000 122.704 130.000 I 4083 59384 59417 8.000 52.182 130.000 4084 59385 59386 12.000 191.702 130.000 4085 59386 59650 12 .000 132.302 130 .000 14086 59387 59370 12.000 181.268 130.000 14087 1 59370 1 59388 I 12 .000 1 74.027 1 130.000 14088 59388 59389 12.000 204.664 130 .000 14089 59389 1905 12.000 71.223 130.000 14112 59409 59410 8.000 163.477 130.000 14113 59410 59411 8.000 223.500 130.000 4114 59411 59412 8.000 533.635 130.000 4115 59412 59413 12.000 197.971 130.000 4116 59413 59414 12 .000 189.021 130.000 4117 59414 59385 12 .000 187.079 130.000 14118 59412 59415 12.000 463.974 130.000 l 4119 59415 59416 12.000 205.281 130 .000 Flow Velocity Head loss I [gpm] [ft/s] [ft] -418.421 -1.709 0.030 -106.182 -0 .678 0.000 -106.182 -0.678 0.000 -106.182 -0.678 0.000 -220.084 -0.624 0.029 -233.384 -0.662 0.023 -1565.005 -4.440 1.053 1 -1565 .005 -4.440 0.430 -] 565 .005 -4.440 1.189 -1565.945 -4.442 0.414 -7.292 -0.047 0.000 -7.292 -0.047 0.000 0 .000 0.000 0.000 -106.182 -0 .3 01 0.008 -113.902 -0.32 3 0.009 -113.902 -0.323 0.008 0.000 0.000 0.000 0.000 0.000 0 .000 EXHIBIT lOA I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 1 [in] [ft] [millift] [gpm] [ft/s] [ft] I 4121 59416 6796 12.000 204 .6 28 130.000 -0.000 -0.000 0.000 4122 59372 59421 8.000 491.944 130.000 106.182 0.678 0.000 4123 59417 59385 12 .000 292.550 130 .000 0.000 0.000 0.000 l 4126 59419 59420 18 .000 468.475 130.000 -3019.162 -3.807 1.275 I 4127 59420 1887 18.000 868.701 130.000 -3025.162 -3.814 2.373 I 4128 59421 59409 8.000 384.941 130.000 33.441 0.213 0.000 4130 59425 59428 12 .000 205.000 130.000 -1318.931 -3 .742 0.868 I 4131 1 59429 1 59432 1 6.000 1 145.000 1 130.000 1 25.490 1 0.289 1 0.012 1 4132 59433 59436 8.000 115.000 130.000 1632.562 10.420 5.207 I 4133 59437 59440 8.000 300.000 130.000 406.056 2 .592 1.032 1 4134 59441 59444 8 .000 110 .000 130 .000 -989.685 -6.3 l 7 1.971 \ 4135 1 59445 1 59432 1 6.000 1 240.000 1 130.000 97.160 1.102 0.237 ) 4136 59449 59445 6.000 145 .000 130 .000 105.770 1.200 0.168 4137 59440 59456 8.000 280.000 130 .000 385.226 2.459 0.874 4138 59457 59460 6.000 380.000 130.000 113.256 1.285 0.499 1 4139 59461 59464 8.000 180.000 130.000 0.000 0.000 0.000 I 4140 59465 59444 8.000 150.000 130.000 653.491 4.171 1.246 I 4141 59444 59473 8.000 45.000 130.000 -337.303 -2.153 0.110 I 4142 1 59473 1 59476 1 8 .ooo 1 135 .000 1 130 .000 1 -343.133 1 -2.190 0 .3 40 I 4143 59477 59480 8.000 265.000 130.000 -364.523 -2.327 0.747 4144 59480 59484 8.000 105.000 130.000 -370.083 -2.362 0.304 4145 59484 59488 8.000 200.000 130 .000 -377 .023 -2.406 0.600 4146 59489 59425 8 .000 110 .000 130.000 -389.523 -2.486 0.351 4147 59343 59496 8.000 340.000 130.000 653.491 4.171 2.825 EXHIBIT lOA i Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in) [ft] [miUift] [gpm] [ft/s) [ft] 4148 59497 59500 6.000 90.000 130.000 -2.080 -0.024 0.000 I 4149 59500 59504 8.000 80.000 130.000 -867.728 -5.539 1.124 I 4150 59500 59508 8.000 55.000 130.000 863.428 5.511 0.765 I 4151 59425 59512 8.000 170.000 130.000 923.848 5.897 2.682 4152 59433 59516 8.000 150.000 130.000 -611.970 3.906 1.103 14153 159517 1 59516 1 8.000 1 305.000 1 130.000 1 623.080 13.977 2.320 J 4154 59521 59517 8.000 190.000 130.000 482.724 3.081 0.901 4155 59525 59537 6.000 295.000 130.000 -180.356 -2.047 0 .917 4156 59508 59433 8.000 165 .000 130.000 f.'1 021.422 6.520 3.135 I 1 4157 1 59517 1 59525 1 8.ooo 1 140 .000 1 130.000 1 -156 .186 -0 .997 0.082 14158 59537 59460 6.000 165 .000 130.000 -102.146 -1.159 0.179 14159 1 59541 1 59428 14 .000 I 220.000 I 130.000 1-6.670 1 -0.170 0 .011 14160 59512 59548 4.000 295 .000 130.000 11.670 0.298 0.042 4161 59565 59552 6.000 130 .000 130.000 18 .330 0.208 0.006 4162 59553 59552 4.000 200.000 130.000 -10.000 -0.255 0.021 4163 59504 59560 6.000 90.000 130.000 2.500 0.028 0.000 4164 59561 59564 6.000 65 .000 130 .000 -13 .330 -0.151 0.002 14165 1 59565 1 59512 1 8.ooo 140.000 1 130.000 1 -906.618 1-5.787 0.609 4166 59569 59565 8.000 190.000 130 .000 -882 .728 -5.634 2.755 4167 59504 59569 8.000 135 .000 130.000 -875 .788 -5.590 1.929 14168 1 59577 1 59508 1 6.000 175.000 1 130.000 1 160.774 1 1.824 10.188 I 4169 59488 59489 8.000 190 .000 130.000 -38 3.963 -2.451 0.590 I 4170 59561 59588 4 .000 151.000 130.000 7.500 0.191 0 .009 4171 59436 59461 8.000 97.000 130.000 1626 .732 10.383 4.363 I EXHIBIT lOA I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I I I I [in] I [ft] I [millift] I [gpm] I [ft/s] I [ft] ' 4172 59476 59477 8.000 220.000 130.000 -351.463 -2.243 0.579 l 4173 59597 59577 6.000 140.000 130.000 162.444 l.843 0 .359 I 4174 59521 59597 6.000 230.000 130.000 170 .224 1.932 0.642 l 4175 59605 59521 8.000 215.000 130.000 553.629 3 .534 1.314 I 4176 59441 59605 8.000 280.000 130.000 563 .629 3 .598 1.769 I 4177 59437 59441 8.000 70.000 130.000 -409.386 -2.613 0.245 I 4178 59456 59457 8.000 360 .000 130.000 132 .146 0.843 0.155 14179 1 59449 1 59429 1 6.000 1240.000 1 130.000 I 127 .591 1.448 0.393 4180 59456 59449 8 .000 140 .000 130.000 241.970 1.544 0.185 4181 59429 59537 6 .000 285.000 130 .000 92.100 1.045 0.255 \ 4182 59432 59636 6.000 75 .000 130.000 116.820 1.326 0.104 14183 59636 59521 6.000 185.000 130.000 111.820 1.269 0.237 1 4184 59496 59465 8.000 341.000 130.000 653.491 4.171 2.833 4185 59650 59387 12.000 44.000 130.000 -1563.985 -4.437 0.255 14186 1 59428 1 59651 I 12 .000 1 65.000 1 130.000 I -133 0.60 l -3.775 0.280 l 4187 59461 59564 8 .000 57.000 130.000 1513.330 9.659 2.243 14188 59651 59650 12 .000 190 .000 130.000 -13 3 0.601 -3 .775 0.817 I 4189 59464 59421 8 .000 436.000 130.000 7.292 0.047 0.000 EXHIBIT lOA EXHIBIT lOB MikeNET Analysis Description: Peak Day with Cottages & Firetlow at Node 59564 Results -Junctions Number of Junctions: 75(Selection) I Junction ID Description Elevation Demand I [ft] [gpm] I 59320 313.500 0.000 I 59343 312.750 0.000 I 59370 312.000 0.000 1 59372 326.000 0.000 1 59383 326.000 0.000 1 59384 325.000 0.000 I 59385 321.000 0.000 I 59386 320.000 13.300 159387 318.000 1.020 I 59388 304.000 0.000 I 59389 316.000 0.940 I 59409 328.500 0.000 J 59410 328 .000 0.000 I 59411 327 .000 98 .890 \ 59412 327.000 0.000 I 59413 324.000 7.720 I 59414 320.000 0.000 1 59415 328.000 0.000 Grade Pressure [ft] [psi] 485.692 74.611 485.662 74.923 485.652 75.244 -23657018.0 -10250727.0 -23657018.0 -10250727.0 -23657018 .0 -10250727.0 484 .292 70.754 484.321 71.200 484.599 72.187 486 .082 78.896 487.271 74.212 -23657018.0 -10250728.0 -23657018.0 -10250728.0 -23657018.0 -10250728.0 484.267 68.144 484.275 69.447 484.283 71.184 494.001 71.928 EXHIBIT IOB I J u nction ID Description E levation Demand Grade Press u re I [ft] [g p m] [ft] [psi] I 59416 327.000 0.000 494.001 72.362 I 59417 323 .000 0.000 -23657018.0 -10250726.0 I 59419 317.914 6.000 488.569 73.945 I 59420 321.000 6.000 489 .844 73.160 I 59421 327.250 98.890 -23657018.0 -10250728.0 j 59425 325.700 5.560 482.379 67.889 I 59428 323.300 5.000 483.247 69.305 I 59429 339.200 10 .000 474 .059 58.434 I 59432 336 .800 5 .830 474.047 59.469 I 59433 332.000 0.830 469.381 59 .527 I 59436 330.500 5.830 464.175 57.921 I 59437 326.700 3.330 476.543 64.927 J 59440 332.200 20.830 475 .511 62.097 I 59441 I 1 328.000 1 16 .670 1476.788 64.470 J 59444 327.500 1.110 478.759 65.540 J 59445 336.200 8.610 474 .284 59.832 I 59449 339 .200 8.610 474.452 58 .605 I 59456 340.000 11.110 474.637 58.338 I 59457 345.300 18.890 474.482 55.974 1 59460 341.500 11.110 473.983 57.405 I 59461 331.000 7 .220 459.812 55.814 I 59464 329.000 98.890 -23657018.0 -10250728.0 I 59465 322.500 0.000 480 .005 68 .247 I 59473 330 .500 5.830 478 .869 64 .288 EXHIBITlOB I J un ction ID Descriptio n Elevation Demand Grade Press ure I [ft] [gpm] [ft] [psi] I 59476 330.500 8.330 479.209 64.436 J 59477 326.500 13.060 479.788 66.420 I 59480 323.700 5.560 480.535 67 .957 I 59484 324.500 6.940 480.839 67.742 I 59488 326.000 6.940 481.439 67.352 159489 325 .700 5.560 482.029 67 .737 I 59496 318.000 0.000 482.838 71.424 I 59497 328.800 2.080 473 .281 62.604 I 59500 330 .000 2.220 473.281 62.084 ) 59504 329.300 5.560 474.405 62.874 I 59508 330.800 2.780 472.516 61.406 j 59512 326 .600 5 .560 4 79.698 66.337 159516 332.200 11.110 470.485 59 .919 1 59517 I 1 334.000 I 15.830 1472 .805 160.144 ·- j 59521 334.000 12 .500 473.705 60.534 J 59525 336.800 24 .170 472 .887 58.966 J 59537 339.000 13.890 473.804 58.410 J 59541 320.700 6.670 483.236 70.427 1 59548 323.300 11.670 4 79.656 67 .749 I 59552 329 .200 8.330 479.083 64.944 I 59553 329.000 10.000 479 .062 65.022 I 59560 330.000 2.500 474.405 62.571 I 59561 331.500 5.830 457.567 54.625 159564 330.600 1500 .000 457 .569 55.016 EXHIBIT lOB I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] 159565 327 .000 5.560 479.089 65.900 159569 328 .000 6 .940 476.334 64.273 59577 331.500 1.670 472 .704 61.184 I 59588 I 1 328.900 1 7.500 1457.558 55 .748 J 59597 332.000 7.780 473 .063 61.123 1 59605 332.000 10.000 475 .019 61.970 59636 335.500 5.000 473.943 59.987 59650 319.000 0.000 484 .344 71.644 I 59651 323.300 0.000 483 .527 69.426 EXHIBITlOB EXHIBIT llA MikeNET Ana lysis Description: Peak Day with Cottages & Firetlow at Node 59497 and Node 59560 Results -Pipes Number of Pipes: 84(Se lection) Pipe Node Node Diameter Length Roughness Flow ID 1 2 I [in] [ft] [millift] (gpm] \ 4034 59343 59320 10.000 24.117 130.000 -395.249 I 4081 59372 59383 8.000 41.505 130.000 -98.583 4082 59383 59384 8.000 122.704 130.000 -98.583 4083 59384 59417 8.000 52.182 130.000 -98.583 I 4084 59385 59386 12.000 191.702 130.000 -204.886 4085 59386 59650 12.000 132.302 130.000 -218.186 4086 59387 59370 12.000 181.268 130.000 -1580.785 4087 59370 59388 12.000 74.027 130.000 -1580.785 I 4088 59388 59389 12.000 204.664 130.000 -1580.785 4089 59389 1905 12 .000 71.223 130.000 I -1581.725 4112 59409 59410 8.000 163.477 130.000 -0.476 I 4113 59410 59411 8.000 223 .500 130.000 0.415 I 4114 59411 59412 8.000 533.635 130 .000 0.000 l 4115 59412 59413 12.000 197.971 130.000 -98 .583 14116 59413 59414 12.000 189.021 130.000 -106 .303 I 4117 59414 59385 12.000 187.079 130.000 -106.303 1 4118 59412 59415 12.000 463.974 130.000 0.000 14119 59415 59416 12.000 205.281 130.000 0.000 Velocity Headloss [ft/s] [ft] -1.615 0.027 -0.629 0.000 -0.629 0.000 -0.629 0.000 -0.581 0.026 -0.619 0.020 -4.484 1.073 -4.484 0.438 -4.484 1.211 -4.487 0.422 -0.003 0 .000 0.003 0.000 0.000 0.000 -0.280 0 .007 -0.302 0.008 -0.302 0.007 0.000 0.000 0.000 0.000 EXHIBIT llA Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 [in] (ft) (millift] (gpm] [ft/s] [ft] ) 4121 59416 6796 12.000 204.628 130.000 -0.000 -0.000 0.000 ) 4122 59372 59421 8.000 491.944 130 .000 98 .583 0.629 0.000 1 4123 59417 59385 12.000 292.550 130.000 0.000 0.000 0.000 l 4126 59419 59420 18 .000 468.475 130.000 -3005.982 -3 .790 1.265 4127 59420 1887 18.000 868 .701 130.000 -3011.982 -3.797 2.354 4128 59421 59409 8.000 384.941 130.000 -0.196 -0.001 0 .000 4130 59425 59428 12.000 205 .000 130.000 -1349 .909 -3 .829 0 .906 I l 4131 59429 59432 6.000 145 .000 130.000 31 .539 0.358 0.018 I 4132 59433 59436 8.000 115.000 130.000 124.963 0 .798 0.045 I 14133 1 59437 1 59440 1 8.000 1 300.000 1 130.000 1 362 .967 2.317 0.839 14134 1 59441 1 59444 1 8.000 110.000 130 .000 -890.328 -5.683 1.620 4135 59445 59432 6.000 240.000 130.000 86 .367 0.980 0.191 4136 59449 59445 6.000 145.000 130.000 94.977 1.078 0.137 14137 1 59440 1 59456 1 8.000 I 280.000 I 130 .000 1 342.137 1 2.184 0.702 I I 4138 59457 59460 6.000 380.000 130.000 96.2 26 1.092 0.369 I 14139 59461 59464 8.000 180.000 130 .000 0.000 0.000 0.000 ) 4140 59465 59444 8 .000 150.000 130 .000 614.914 3.925 1.113 4141 59444 59473 8.000 45.000 130.000 -276.523 -1.765 0 .076 14142 1 59473 59476 8.000 135.000 130 .000 -282.353 -1 .802 0.237 I 4143 59477 59480 8.000 265.000 130.000 -303.743 -1.939 0.533 4144 59480 59484 8.000 105.000 130.000 -309.303 -l.974 0.218 4145 59484 59488 8.000 200 .000 130.000 -316.243 -2 .019 0.433 14146 59489 59425 8.000 110.000 130 .000 -328.743 -2.098 0.256 I 4147 59343 59496 8.000 340 .000 130.000 614.914 3.925 2.524 EXHIBIT llA I Pipe Node Nod e Diameter Length Rough ness F low Velocity Headloss I ID 1 2 I [i n) [ft] [mill ift] [gpm] [ft/s) [ft] 14148 59497 59500 6.000 90.000 130.000 -752.080 -8.534 3.938 14149 59500 59504 8.000 80.000 130.000 -209.485 -1.337 0.081 1 4150 59500 59508 8.000 55 .000 130.000 -544.815 -3.477 0 .326 I 4151 59425 59512 8.000 170.000 130.000 l!i 1 OJ5 .605 6.482 3.196 4152 59433 59516 8 .000 150.000 130.000 -427.157 2.726 0.567 4153 59517 59516 8.000 305.000 130.000 438.267 2.797 1.209 I 4154 59521 59517 8.000 190.000 130.000 336.255 2.146 0.461 I 4155 59525 59537 6.000 295.000 130 .000 -142.011 -1.611 0.589 14156 59508 59433 8 .000 165.000 130.000 -301.363 -1.924 0.327 \ 4157 1 59517 1 59525 1 8.000 1 140.000 130 .000 -117.841 -0.752 0.049 4158 59537 59460 6.000 165.000 130 .000 -85.116 -0 .966 0.128 4159 59541 59428 4.000 220 .000 130.000 -6 .670 -0.170 0.011 I 4160 59512 59548 4.000 295.000 130.000 11.670 0.298 0.042 I 4161 59565 59552 6.000 130.000 130.000 18.330 0.208 0.006 14162 59553 59552 4.000 200 .000 130.000 -10.000 -0.255 0.021 4163 59504 59560 6.000 90.000 130.000 752 .500 8.539 3.942 4164 59561 59564 6.000 65 .000 130.000 -13.330 -0.151 0.002 I 4165 59565 59512 8.000 40.000 130.000 -998.375 -6.372 0 .728 I 4166 59569 59565 8 .000 190 .000 130 .000 -974.485 -6.220 3.308 I 4167 59504 59569 8.000 135.000 130 .000 -967.545 -6.176 2.320 4168 59577 59508 6.000 75 .000 130.000 24 6.231 2.794 0.415 4169 59488 59489 8.000 190.000 130.000 -323 .183 -2.063 0.428 I 4170 59561 59588 4.000 151.000 130.000 7 .500 0.191 0.009 I 4171 59436 59461 8.000 97 .000 130.000 119.133 0.760 0.034 EXHIBIT 11A I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss I ID 1 2 1 [in] [ft] (millift) (gpm) (ft/s) (ft) ) 4172 59476 59477 8.000 220.000 130 .000 -290.683 -1.855 0.408 4173 59597 59577 6.000 140 .000 130.000 247.901 2.813 0.784 1 4174 1 59521 1 59597 1 6.000 1 230.000 130 .000 255.681 2.901 1.365 4175 59605 59521 8 .000 215.000 130.000 497.360 3 .175 1.077 14176 59441 59605 8.000 280.000 130.000 507.360 3.238 1.456 14177 59437 59441 8.000 70.000 130.000 -366.297 -2.338 0.199 4178 59456 59457 8 .000 360.000 130.000 115.116 0.735 0.120 4179 59449 59429 6.000 240.000 130.000 112.324 1.275 0.310 4180 59456 59449 8.000 140.000 130.000 215.911 1.378 0.150 4181 59429 59537 6.000 285.000 130.000 70.785 0.803 0.157 ) 4182 59432 59636 6.000 75 .000 130.000 112 .076 1.272 0.097 4183 59636 59521 6.000 185 .000 130 .000 107.076 1.215 0.219 4184 59496 59465 8.000 341.000 130.000 614 .914 3.925 2.531 4185 59650 59387 12.000 44.000 130.000 -] 579.765 -4.481 0.260 4186 59428 59651 12.000 65 .000 130.000 -1361.579 -3.863 0.292 4187 59461 59564 8.000 57.000 130.000 13.330 0.085 0.000 1 4188 1 59651 1 59650 I 12.000 1 190.000 1 130.000 1 -1361.579 1 -3.863 1 o.853 j 4189 59464 59421 8.000 436.000 130.000 0.633 0.004 0 .000 EXHIBIT llA EXHIBIT llB MikeNET Analysis Description: Peak Day with Cottages & Fireflow at Node 59497 and Node 59560 Results -Junctions Number of Junctions: 75(Selection) I Junction ID Description Elevation Demand Grade I [ft] [gpm] [ft] I 59320 313 .500 0.000 485 .942 I I 1312.750 59343 0.000 485.915 I 59370 312.000 0.000 485 .720 i 59372 326 .000 0 .000 -21963958.0 I 59383 326 .000 0.000 -21963958.0 I 59384 325 .000 0.000 -21963958.0 I 59385 321.000 0.000 484.341 I 59386 320 .000 13.300 484.367 I 59387 318.000 1.020 484.647 I 59388 304.000 0.000 486.158 I 59389 316 .000 0.940 487.369 I 59409 328.500 0.000 -21963958.0 I 59410 328.000 0.000 -21963958.0 I 59411 327.000 98.890 -21963958.0 I 59412 327.000 0 .000 484.319 I 59413 324.000 7.720 484.326 I 59414 320.000 0.000 484.334 I 59415 328.000 0.000 494.062 Pressure [psi] 74.719 75.032 75.273 -9517124.00 -9517124 .00 -9517124.00 70.776 71.220 72.208 78.929 74.254 -9517125 .00 -9517125 .00 -9517125 .00 68.166 69.469 71.206 71.955 EXHIBIT llB I J unction ID Description Elevation Demand Grade Pressu re I [ft] [gpm] [ft] [psi] I 59416 327 .000 0.000 494.062 72 .388 I 59417 323 .000 0.000 -21963958.0 -9517123 .00 I 59419 317.914 6.000 488.667 73.987 I 59420 321.000 6.000 489.932 73.198 I 59421 327.250 98.890 -21963958.0 -9517125 .00 I 59425 325 .700 5.560 482.337 67.871 ! 59428 323.300 5 .000 483.242 69 .303 I 59429 339.200 10.000 475.927 59.244 I 59432 336.800 5.830 475.909 60.276 I 59433 332 .000 0.830 473 .357 61.250 I 59436 330.500 5.830 473.312 61.880 I 59437 326.700 3 .330 477.928 65 .527 I 59440 332 .200 20.830 477.089 62.780 I 59441 328 .000 16 .670 478.127 65 .050 I 59444 327.500 1.110 479.747 65.969 I 59445 336.200 8 .610 476.100 60.619 ! 59449 339.200 8.610 476.238 59 .378 ! 59456 340.000 11.110 4 76.387 59.097 I 59457 345 .300 18.890 4 76.267 56 .748 I 59460 341.500 11.110 475.898 58 .235 I 59461 331.000 7.220 473.278 61.649 I 59464 329 .000 98.890 -21963958.0 -9517126.00 I 59465 322 .500 0.000 480.860 68.618 I 59473 330 .500 5 .830 479.823 64.702 EXHIBIT llB I J unctio n ID D escriptio n Elevation De mand Grade Pressure I [ft] [gpm] [ft] [psi] I 59476 330.500 8 .330 480.060 64.804 I 59477 326.500 13.060 480.468 66.714 I 59480 323.700 5.560 481.001 68.158 I 59484 324.500 6.940 481.219 67.906 I 59488 326.000 6.940 481.652 67.444 I 59489 325.700 5.560 482.081 67.760 I 59496 318.000 0.000 483.391 71.664 I 59497 328.800 752.080 468.765 60.647 I 59500 330.000 2.220 472.704 61.833 I 59504 329.300 5.560 472.784 62.172 I 59508 330.800 2.780 473.030 61.628 I 59512 326.600 5.560 479.141 66.096 I 59516 332.200 11.110 473.924 61.409 I 59517 334.000 15.830 475.133 61.153 I 59521 334 .000 12.500 475.594 61.353 I 59525 336.800 24.170 475.182 59.961 I 59537 339.000 13.890 475.771 59.263 I 59541 320.700 6.670 483.231 70.425 I 59548 323.300 11.670 479.099 67.508 I 59552 329.200 8.330 478.407 64.651 I 59553 329.000 10.000 478.386 64.729 I 59560 330.000 752.500 468.842 60.160 I 59561 331.500 5.830 4 73 .276 61.431 I 59564 330.600 0 .000 4 73.277 61.822 EXHIB IT 11 8 I J un ctio n ID D escriptio n E levation Demand Grade Pressu re I [ft] [gpm] [ft] (psi] I I 1 327.000 15.560 1478.413 1 65.607 59565 I 59569 328.000 6.940 475.104 63.740 I 59577 331.500 1.670 473.445 61.505 I 59588 328.900 7.500 473.266 62.554 I 59597 332.000 7.780 474.229 61.628 I 59605 332.000 10.000 476.671 62.686 I 59636 335.500 5.000 475.813 60 .798 I 59650 319.000 0.000 484.387 71.662 I 59651 323.300 0.000 483 .534 69.429 EXHIBIT llB EXHIBIT 12A MikeNET Analysis Description: Peak Day with Cottages & Future Development Results -Pipes Number of Pipes: 84(Selection) I Pipe Node Node Diameter Length Roughness ID 1 2 I I I I [in] I [ft] I [millift] I 4034 59343 59320 10 .000 24.117 130.000 14081 59372 59383 8 .000 41.505 130.000 \ 4082 59383 59384 8 .000 122 .704 130.000 I 4083 59384 59417 8.000 52.182 130.000 \ 4084 59385 59386 12.000 191.702 130.000 I 4085 59386 59650 12.000 132.302 130.000 1 4086 59387 59370 12.000 181.268 130.000 I 4087 59370 59388 12.000 74 .027 130.000 14088 59388 59389 12.000 204.664 130.000 I 4089 59389 1905 12.000 71.223 130 .000 I I 4112 59409 59410 8.000 163.477 130.000 I 4113 59410 59411 8.000 223.500 130.000 I 14114 59411 59412 8.000 533 .635 130.000 I 1 59412 1 59413 I 12.000 1 197.971 1 130.000 4115 I 4116 59413 59414 12.000 189.021 130.000 I 4117 59414 59385 12.000 187 .079 130.000 I 4118 59412 59415 12.000 463 .974 130.000 \ 4119 59415 59416 12 .000 205.281 130.000 Flow Velocity Head loss I [gpm] I [ft/s) [ft] -141.164 -0.577 0.004 -148.178 -0 .946 0.022 -148.178 -0.946 0.065 -148.178 -0 .946 0.028 455.010 1.291 0.113 441.710 1 .253 0.074 -63.565 -0.180 0.003 -63.565 -0.180 0.001 -86.065 -0.244 0.006 -102.005 -0.289 0.003 -134.400 -0.858 0.073 -134.400 -0.858 0.099 -233.290 -1.489 0.658 1633.408 I 1.797 1 0.215 - 625 .688 1.775 0 .201 603.188 l.711 0.186 -866.698 -2.459 0.902 I -866.698 -2.459 0.399 I EXHIBIT 12A Pipe No d e No d e Diameter Length Roug hness Flow Ve locity Head loss ID 1 2 I I I I [i n] I [ft] [m illi ft] [gpm] [ft/s) [ft] I \ 4121 59416 6796 12 .000 204 .628 130.000 -866.698 -2.459 0.3 98 I : 4122 59372 59421 8.000 491.944 130.000 148.178 0.946 0.262 I I 4123 59417 59385 12 .000 292 .550 130.000 -148.178 -0.420 0 .022 I I 4126 59419 59420 18.000 468.475 130 .000 -1631.199 -2 .057 0.408 I I 4127 59420 1887 18 .000 868.701 130.000 -1659 .699 -2.093 0 .781 I I I 4128 59421 59409 8.000 384.941 130.000 -134.400 -0 .858 0.171 I I 4130 59425 59428 12 .000 205 .000 130.000 -341.085 -0 .968 0.071 \ 4131 59429 59432 6 .000 145.000 130.000 -13.347 -0.151 0.004 I 4132 59433 59436 8.000 115.000 130.000 -58.418 -0.373 0 .011 I 4133 59437 59440 8.000 300.000 130 .000 46.256 0 .295 0 .018 14134 59441 59444 8 .000 110 .000 130.000 -39 .685 -0.253 0 .005 14135 59445 59432 6 .000 240 .000 130.000 -12.069 -0.1 37 0 .005 14136 59449 59445 6.000 145 .000 130.000 -3.459 -0.039 0 .000 14137 59440 59456 8 .000 280 .000 130.000 25.426 0 .162 0.006 I 4138 59457 59460 6 .000 380.000 130.000 -3.072 -0.035 0.001 ' 4139 59461 59464 8.000 180.000 130.000 -84.798 -0.541 0.034 \ 4140 59465 59444 8 .000 150.000 130.000 -59 .643 -0.381 0 .015 I 4141 59444 59473 8 .000 45 .000 130.000 -100.437 -0.641 0 .01 2 i 1 59473 1 59476 1 8 .000 1 135 .000 1 130.000 4142 -106.267 -0.678 0 .0 3 9 I 4143 59477 59480 8.000 265.000 130.000 -127.657 -0.815 0 .107 I 4144 59480 59484 8.000 105.000 130 .000 -133.2 17 -0 .850 0 .046 1 4145 59484 59488 8.000 200 .000 ] 30 .000 -140.157 -0.895 0 .096 I 4146 59489 59425 8.000 110 .000 130.000 -152.657 -0.974 0 .062 I 4147 59343 59496 8 .000 340.000 130 .000 88.687 0.566 0 .070 I EXHIBIT 12A I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] [ft] [millift] (gpm) [ft/s) [ft] 1 4148 1 59497 1 59500 1 6.000 1 90.000 130.000 -2.080 -0.024 0.000 I 4149 59500 59504 8.000 80.000 130.000 -126.748 -0 .809 0.032 I 4150 59500 59508 8.000 55.000 130.000 122.448 0.782 0.021 I 4151 59425 59512 8.000 170.000 130.000 182.868 1.167 0.134 I 4152 59433 59516 8.000 150.000 130.000 116.010 0.740 0.051 I 4153 59517 59516 8.000 305.000 130.000 -104.900 -0.670 0.086 I 4154 59521 59517 8.000 190.000 130.000 -33.522 -0 .214 0.006 1 4155 1 59525 1 59537 1 6.000 295.000 130.000 31.378 0.356 0.036 I I 4156 59508 59433 8.000 165.000 130.000 58.423 0.373 0.016 I 4157 59517 59525 8.000 140.000 130.000 55.548 0.355 0 .012 I 4158 59537 59460 6.000 165.000 130.000 14.182 0.161 0 .005 I 4159 59541 59428 4.000 220.000 130.000 -95.670 -2.443 1.523 1 4160 59512 59548 4 .000 295 .000 130.000 11.670 0.298 0.041 I 4161 59565 59552 6.000 130.000 130.000 18.330 0.208 0.006 1 4162 59553 59552 4.000 200.000 130.000 -10.000 -0 .255 0.021 I 4163 59504 59560 6.000 90.000 130.000 2.500 0.028 0.000 I 4164 59561 59564 6.000 65.000 130.000 -13.330 -0 .151 0.002 I 4165 59565 59512 8.000 40.000 130.000 -165.638 -1.057 0.026 1 4166 1 59569 1 59565 1 8.000 1 190.000 1 130.000 1 -141.748 1 -0 .905 0 .093 I 4167 59504 59569 8.000 135.000 130.000 -134.808 -0 .860 0.060 : 4168 59577 59508 6.000 75.000 130.000 -61.245 -0.695 0.032 I 4169 59488 59489 8.000 190.000 130.000 -147.097 -0.939 0.100 I 4170 59561 59588 4.000 151.000 130.000 7.500 0.191 0.009 \ 4171 59436 59461 8.000 97.000 130.000 -64 .248 -0.410 0.011 I EXHIBIT 12A I Pipe Node Node Diameter Length Roughness Flow Velocity Headloss I ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] I 1 59476 1 59477 1 8.ooo I 220.000 4172 130.000 -114.597 -0.731 0.073 I 4173 59597 59577 6.000 140 .000 130.000 -59.575 -0.676 0.056 I 4174 59521 59597 6.000 230 .000 130.000 -51.795 -0.588 0.071 I 4175 59605 59521 8 .000 215.000 130.000 -36 .571 -0.233 0.009 I 4176 59441 59605 8.000 280.000 130.000 -26.571 -0.170 0.006 I 1 59437 1 59441 1 8 .ooo 4177 70.000 130.000 -49 .586 -0.316 0.005 14178 59456 59457 8.000 360 .000 130.000 15 .818 0.101 0.003 14179 59449 59429 6.000 240 .000 130.000 -6 .653 -0.075 0.002 I 4180 59456 59449 8.000 140.000 130.000 -l.502 -0.010 0.000 I 4181 59429 59537 6.000 285 .000 130.000 -3.306 -0.038 0 .001 I 4182 59432 59636 6.000 75 .000 130.000 -31 .246 -0.355 0.009 I 4183 59636 59521 6.000 185.000 130.000 -36 .246 -0.411 0.029 I 4184 59496 59465 8.000 341.000 130.000 -59.643 -0.381 0.034 4185 59650 59387 12.000 44.000 130.000 -40.045 -0.114 0.000 4186 59428 59651 12.000 65.000 130.000 -441.755 -1.253 0.036 14187 59461 59564 8.000 57.000 130.000 13 .33 0 0.085 0.000 1 4188 59651 59650 12.000 190.000 130.000 -481.755 -1.367 0.125 14189 59464 59421 8.000 436.000 130.000 -183.688 -1.172 0.345 I EXHIBIT 12A EXHIBIT 12B MikeNET Analysis Description: Peak Day with Cottages & Future Development Results -Junctions Number of Junctions: 75(Selection) J unction ID Description Elevation Demand Grade Pressure [ft] [gpm] [ft] [psi] 59320 313.500 0.000 493 .581 78.029 59343 312.750 0.000 493.577 78.352 59370 312.000 0.000 494.324 79.0~ I I 59372 326.000 0.000 494.371 72 .955 I I 59383 326.000 0.000 494.393 72.965 I 59384 325.000 0.000 494.458 73.426 I 59385 321 .000 0.000 494.507 75.181 I I 59386 320.000 13.300 494.394 75.565 I I 59387 318.000 23.520 494.321 76.400 1 59388 304.000 22.500 494.325 82.468 I 1 59389 316.000 15.940 494.330 77.271 I 59409 328.500 0 .000 494.280 71.832 I I 59410 328.000 0.000 494.353 72.081 I 59411 327.000 98 .890 494.452 72.557 I 59412 327.000 0 .000 495.110 72 .842 J I 59413 1 324.000 1 7.720 1494 .894 1 74 .049 59414 320 .000 22.500 494.693 75.695 59415 328 .000 0 .000 496.012 72.800 EXHIBIT 12B I Junction ID Description E le vation Demand Grade Pressure I [ft] (gpm] [ft] (psi) I 59416 327.000 0.000 496.41 l 73.406 I 59417 323 .000 0.000 494.486 74.305 I 59419 317 .914 6.000 494.614 76.564 I 59420 321.000 28 .500 495.022 75.404 I 59421 327 .250 98.890 494.109 72.300 I 59425 325 .700 5.560 494.089 72.963 \ 59428 323.300 5.000 494 .160 74.034 I 59429 339.200 10.000 493.523 66.868 \ 59432 336.800 5.830 493.526 67.910 I I 59433 332.000 0.8 30 493 .708 70.068 ; 59436 330.500 5.830 493.719 70 .723 I 59437 326.700 3.330 493.545 72.294 \ 59440 332.200 20.830 493.527 69 .903 I 59441 328.000 16.670 493.550 71.733 \ 59444 327.500 1.110 493 .555 71.952 I 59445 336.200 8 .610 493.521 68.167 I 59449 339.200 8 .610 493 .521 66.867 I 59456 340.000 11.110 493.521 66 .521 I 59457 345 .300 18 .890 493.518 64 .223 I 59460 341.500 11.110 493.519 65.870 \ 59461 331 .000 7.220 493.730 70 .51 1 1 59464 329.000 98.890 493.764 71.392 I 59465 322.500 0.000 493.541 74 .112 I 59473 330 .500 5.830 493.567 70 .657 EXHIBIT 12B I Pressure I Junction ID Description Elevation Demand Grade I [ft] [gpm] [ft] [psi) I 59476 330.500 8.330 493 .606 70.674 I 59477 326.500 13.060 493.678 72.438 I I 59480 323 .700 5.560 493 .785 73.698 I I 59484 324.500 6.940 493 .831 73.371 I I 59488 326 .000 6.940 493 .927 72.763 I 59489 325.700 5.560 494.027 72.936 l 59496 318 .000 148.330 493.507 76.047 I 59497 328 .800 2.080 493 .744 71.470 159500 330 .000 2.220 493.744 70.950 I I 59504 329.300 5 .560 493.776 71 .267 59508 330.800 2.780 493.723 70.595 59512 326.600 5.560 493.955 72.515 I 59516 332 .200 11.110 493.657 69.959 I I 59517 334.000 15.830 493 .571 69.142 I 59521 334.000 12.500 493.565 69.140 I 59525 336.800 24.170 493 .559 67.924 I I 59537 339.000 13.890 493.523 66.955 I I 59541 320.700 95.670 492.636 74.500 1 59548 323.300 11.670 493.914 73.927 \ 59552 329.200 8.3 30 493.923 71 .375 I I 59553 329.000 10.000 493.902 71.452 I 59560 330.000 2.500 493.776 70.964 I 59561 331.500 5.830 493 .728 70.293 I 59564 330.600 0 .000 493.729 70.684 I EXHIBIT 12B Junction ID Description Elevation Demand Grade Pressure 1 [ft] [gpm] [ft] [psi] I I 59565 327 .000 5.560 493.929 72.330 \ 59569 328.000 6.940 493 .836 71.857 I 59577 331.500 1.670 493.692 70.278 59588 328.900 7.500 493.718 71.416 59597 332.000 7.780 493.636 70.037 59605 332.000 10.000 493.556 70 .002 ) 59636 335.500 5.000 493 .536 68.477 I 59650 319.000 0 .000 494.321 75.966 ) 59651 323.300 40 .000 494.196 74.049 I EXHIBIT 12B EXHIBIT 13A MikeNET Analysis Description: Peak Day with Cottages & Future Development with Firetlow at Node 59457 Results -Pipes Number of Pipes: 84 (Selection) Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I I I I [in] I [ft) I [millift] I [gpm] I [ft/s] [ft] I l 2789 1905 59419 18.000 325.541 130.000 j, -2330.372 -2.938 0.549 I 1 4034 1 59343 1 59320 10.000 24.117 130.000 -403.991 -1.650 0.028 I 1 4081 59372 59383 8.000 41.505 130.000 -325.542 -2.078 0.095 l 4082 59383 59384 8.000 122.704 130.000 -325 .542 -2.078 0.280 I I 4083 59384 59417 8.000 52.182 130.000 -325.542 -2.078 0.119 14084 1 59385 1 59386 I 12.000 1 191.702 130.000 532.656 1.511 0.151 I 14085 59386 59650 12.000 132.302 130.000 519 .357 1.473 0.100 I I 4086 59387 59370 12.000 181.268 130.000 -639.084 -1.813 0.201 I I 4087 59370 59388 12.000 74.027 130.000 -639.084 -1.813 0.082 I 4088 59388 59389 12.000 204.664 130.000 -661.584 -1.877 0.241 I 4089 59389 1905 12.000 71 .223 130.000 -677.524 -1.922 0.088 l 4112 59409 59410 8.000 163.477 130.000 -274.004 -1.749 0.272 I 4113 59410 59411 8.000 223.500 130.000 -274.004 -1.749 0.371 \ 4114 1 5941 l 1 59412 1 8.000 1 533.635 1 130.000 1 -372.894 1 -2.380 T,H 4115 59412 59413 12.000 197 .9 71 130.000 888.419 2.520 0.403 4116 59413 59414 12.000 189.021 130.000 880 .699 2.498 0.379 4117 59414 59385 12.000 187.079 130.000 858 . I 99 2.435 0.357 4118 59412 59415 12.000 463.974 130.000 -1261.313 -3.578 1.808 EXHIBIT 13A Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 I [in] [ft] [millift] (gpm] [ft/s] (ft] I 14119 59415 59416 12 .000 205.281 130 .000 -1261.313 -3.578 0.800 I I 4121 59416 6796 12.000 204 .628 130.000 ,. -1261.313 -3.578 0.797 I I 4122 59372 59421 8.000 491.944 130.000 325 .5 42 2.078 1.124 I I I 4123 59417 59385 12.000 292.550 130.000 -325.542 -0.923 0.093 I 4126 59419 59420 18.000 468.475 130.000 -2336.372 -2 .946 0.793 I l 4127 59420 1887 18.000 868.701 130.000 -2364.872 -2 .982 1.504 I I 4128 59421 59409 8.000 384 .941 130.000 -274 .004 -1.749 0.639 I 1 4130 1 59425 1 59428 I 12.000 I 205.000 1 130.000 1 -994 .251 -2.820 0 .514 I 4131 59429 59432 6.000 145.000 130.000 -231.202 -2.623 0 .714 I 4132 59433 59436 8.000 115.000 130.000 -375 .387 -2.396 0.342 I I 4133 59437 59440 8.000 300.000 130.000 731.934 4.672 3.074 I 1 4134 59441 59444 8.000 110 .000 130.000 -866.739 -5.532 1.542 I 1 4135 59445 59432 6.000 240.000 130.000 -209.570 -2.378 0 .985 I I I 4136 59449 59445 6.000 145.000 130.000 -200.960 -2.280 0.551 I 4137 59440 59456 8.000 280.000 130 .000 711.104 4.539 2.720 I I I 4138 59457 59460 6.000 380.000 130.000 -436 .507 -4.953 6.071 1 4139 59461 59464 8.000 180.000 130.000 -401.767 -2.564 0.607 I \ 4140 59465 59444 8.000 150.000 130.000 470.223 3.001 0.677 I 4141 59444 59473 8.000 45.000 130.000 -397.627 -2 .538 0.149 14142 59473 59476 8.000 135 .000 130.000 -403.457 -2.575 0.459 I -424 .847 0 .9 92 I 4143 59477 59480 8.000 265.000 130.000 -2 .712 I I 4144 59480 59484 8 .000 105.000 130.000 -430.407 -2.747 0.402 4145 59484 59488 8.000 200.000 130.000 -437.347 -2.791 0 .790 I 4146 59489 59425 8.000 110 .000 130.000 -449.847 -2.871 0.458 I EXHIBIT 13A I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss I ID 1 2 I [in] [ft) [millift] [gpm] [ft/s) [ft] I I 159343 1 59496 I 4147 8.000 340 .000 130 .000 618.553 3.948 2.551 14148 59497 59500 6 .000 90.000 130.000 -2 .080 -0.024 0.000 I I 80 .000 130 .000 I 4149 59500 59504 8.000 -482.724 -3.081 0.379 I I 4150 59500 59508 8.000 55 .000 130.000 478.424 3.054 0 .256 I 4151 59425 59512 8.000 170 .000 130.000 538.844 3.439 0 .988 l 4152 59433 59516 8.000 150.000 130 .000 569.005 3.632 0.964 I 4153 59517 59516 8.000 305 .000 130.000 -557.896 -3.561 1.890 I I I 4154 59521 59517 8.000 190 .000 130.000 -87.552 -0.559 0.038 I 4155 59525 59537 6.000 295.000 130.000 430.344 4.883 4.591 I 4156 59508 59433 8.000 165 .000 130.000 194.449 1.241 0.145 \ 4157 59517 59525 8.000 140 .000 130 .000 454.514 2.901 0.594 I 4158 59537 59460 6.000 165.000 130.000 447 .617 5.079 2.762 I 4159 59541 59428 4.000 220 .000 130.000 -95.670 -2.443 1.523 I 4160 59512 59548 4.000 295.000 130.000 11 .670 0.298 0 .041 I 4161 59565 59552 6.000 130 .000 130.000 18.330 0.208 0.006 I 4162 59553 59552 4.000 200 .000 130 .000 -10.000 -0.255 0.021 \ 4163 59504 59560 6.000 90.000 130 .000 2.500 0.028 0.000 14164 59561 59564 6.000 65.000 130.000 -13.330 -0.151 0.002 I 4165 59565 59512 8.000 40.000 130.000 -521.614 -3.329 0.219 I 4166 59569 59565 8.000 190 .000 130.000 -497.724 -3.177 0 .953 I 4167 1 59504 1 59569 1 8.000 1 135.ooo 1 130 .000 1-490.784 1-3.133 I o.660 4168 59577 59508 6.000 75 .000 130.000 -281.195 -3.191 0.531 4169 59488 59489 8.000 190 .000 130.000 -444 .287 -2.836 0 .772 4170 59561 59588 4.000 151.000 130.000 7.500 0.191 0.009 EXHIBIT 13A ---- I -Pipe Node Node Diameter Length Rough ness Flow Velocity Head loss ID 1 2 I I I I I I I [i n] [ft] [millift] (gpm] [ft/s) (ft) I 1 59436 1 59461 1 8.ooo 197 .000 1 130.000 1 -381.217 I 4171 -2.433 0.297 ---I 4172 59476 59477 8.000 220 .000 130.000 -411.787 -2.628 0.777 I I I 4173 59597 59577 6.000 140.000 130.000 -279.525 -3.172 0.980 - I I 4174 59521 59597 6.000 230 .000 130.000 -271.745 -3 .084 1.528 I 1 59605 1 59521 1 8.ooo 4175 215 .000 130.000 104.805 0.669 0 .060 J - --1 59441 1 59605 1 8.ooo 1 280.000 1 130.000 I 114.805 I o.733 I o .093 1 5943 7 1 59441 1 8.oo-o--r-1-o-.o-o-o -+--13-0-.0-o-o --r-_ 7-3-5 .-26_4_+-_-4-.6-9-3 ---;-o-. 1_2_3 _ __JJ .---------;l---;-1-T8l I 4176 4177 ---4178 59456 59457 8.000 360.000 130 .000 1082 .3 83 6.909 7.614 I I 1 59449 1 59429 16.000 I 4179 240.000 130.000 -190 .039 -2.156 0.822 14180fs9 45 ~449 T 8.ooo 1 140.000 1 130.000 1-382.388 -2.441 0.431 I ~ 8 ~ 59429 1 59537 16.000 1285 .000 130.000 31.164 0.354 0.034 I I I 59432 1 59636 16.ooo 1 75.000 I 4182 130 .000 -446.602 -5.068 1.250 -----I I 4183 59636 59521 6.000 185.000 130.000 -451.602 -5.124 3.148 --I 4184 59496 59465 8.000 341.000 130.000 470.223 3.001 1.540 I r- 1 59650 1 59387 I 12.000 I 4185 44.000 130.000 -615.564 -1.746 0.045 ---I 4186 59428 59651 12.000 65 .000 130.000 -1094.92 1 -3.l 06 0.195 I 159461 159564 1 8.ooo 4187 57 .000 130.000 13.330 0.085 0.000 -r--J 59651 J 5965 ~ 0.609 _J 4188 12.000 190.000 130 .000 -1134.921 -3.220 ~91 594~21 1 8.ooo 1436.000 1 130 .000 1 -500.657 1-3.196 12.211 _J -----------EXHIBIT 13A --- I Junction ID Description Elevation Demand Grade Pressure I I I I I [ft] [gpm] [ft] [psi] I 59416 327.000 0 .000 491.873 71.439 I 59417 323.000 0 .000 488 .034 71.509 I 59419 317.914 6.000 489.081 74.167 \ 59420 321.000 28 .500 489.874 73.173 I 59421 327 .250 98 .890 486.415 68.966 \ 59425 325.700 5.560 486 .558 69.700 \ 59428 323 .300 5.000 487 .072 70.962 I I 59429 339.200 10.000 474.952 58.821 I 59432 336.800 5.830 475.666 60 .171 I 59433 332.000 0.830 482.957 65.410 I 59436 330.500 5.830 483.299 66.208 I 59437 326 .700 3 .330 479.494 66.205 I I 1332.200 I 20.830 1476.419 1 62.490 59440 I 5944) 328.000 16.670 480.217 65 .956 \ 59444 327 .500 1.110 481.759 66.840 I 59445 336.200 8 .610 474.681 60.004 I 59449 339.200 8.610 474.130 58.465 I 59456 I 1340.000 F-110 473 .699 57.932 I 59457 345.300 1518.890 466.085 52.336 59460 341.500 11.110 472.156 56.613 59461 331.000 7.220 483 .596 66.120 \ 59464 329.000 98.890 484.203 67 .250 I 59465 I 1 322.500 1 o.ooo 1482.436 169.300 I 59473 330.500 5.830 481 .908 65.605 I EXHIBIT 138 1 Junction ID Description Elevation Demand Grade Pressure 1 [ft] [gpm] [ft] [psi] 1 59476 330.500 8.330 482.367 65.804 \ 59477 326.500 13 .060 483.144 67.874 59480 323.700 5.560 484.136 69.517 59484 324.500 6.940 484.538 69.345 \ 59488 326.000 6.940 485.328 69.037 I 59489 325.700 5.560 486.100 69.501 I 59496 318.000 148.330 483.976 71.917 159497 328.800 2.080 483.358 66.970 59500 330.000 2.220 483.358 66.450 59504 329.300 5.560 483.738 66.918 1 59508 330.800 2.780 483.102 65.992 \ 59512 I 1 326.600 1 5.560 1485 .570 I 68.88l - 1 59516 332.200 11.110 481.993 64.905 59517 334.000 15.830 480.102 63.306 59521 334.000 12.500 480.064 63.290 1 59525 336.800 24.170 479 .508 61.836 \ 59537 339.000 13.890 474.918 58.893 I 59541 320.700 95.670 485.549 71.429 59548 323.300 11.670 485 .528 70.294 I 59552 329.200 8.330 485.345 67.658 \ 59553 329.000 10 .000 485.324 67.735 I 59560 330.000 2.500 483.738 66.615 I 59561 331.500 5.830 483.594 65.902 159564 330.600 0.000 483.596 66.293 EXHIBIT 13B 1 Junction ID Description Elevation Demand Grade Pressure I I I [ft] [gpm] [ft) [psi) l 59565 327 .000 5.560 485.351 68.613 159569 328.000 6.940 484.398 67.767 I 59577 331.500 1.670 482.571 65.459 I 59588 328.900 7.500 483 .585 67.025 I 59597 332.000 7.780 481 .592 64.818 1 59605 332 .000 10 .000 480 .124 64.182 I 59636 335.500 5.000 476.916 61.276 I I 59650 319.000 0.000 487 .876 73.174 I I 59651 323.300 40 .000 487 .267 71.047 I EXHIBIT 13B EXHIBIT 14A MikeNET Analysis Description: Peak Day with Cottages with Fireflow of 1750 gpm at Node 59457 Results -Pipes Number of Pipes: 85(Selection) I Pipe Node Node Diameter Length Roughness Flow I ID 1 2 I I I I [in] I [ft] I [millift] I [gpm] 1 4034 59343 59320 1 10.000 24.117 130.000 -507.706 I 1 59372 1 59383 1 8.ooo 141.505 1 130.000 4081 -I 04 .871 14082 59383 59384 8 .000 122.704 130.000 -104.871 14083 59384 59417 8 .000 52.182 130.000 -104.871 14084 59385 59386 12.000 I 91.702 130.000 -217.463 I 4085 59386 59650 12.000 132 .302 130.000 -230.763 I 4086 59387 59370 12.000 181.268 130.000 -1661.339 r- 1 59370 1 59388 I 12.000 1 74.027 4087 130.000 -1661.339 I 4088 59388 59389 12.000 204.664 130.000 -1661.339 14089 1 59389 1 1905 I 12.000 171.223 1 130.000 -1662.279 14112 59409 59410 8 .000 163.477 130.000 -0.000 I 4113 59410 59411 8 .000 223.500 130.000 33.441 l 4114 59411 59412 8.000 533 .635 130.000 0.000 I 1 59412 1 59413 1 12.000 1 197.971 1 130.000 1 -104.871 4115 14116 59413 59414 12.000 189 .021 130.000 -112.591 14117 59414 59385 12.000 187 .079 130.000 -112.591 I 4118 59412 59415 12.000 463.974 130.000 0.000 I 4119 59415 59416 12.000 205.281 130 .000 0.000 Velocity Headloss I [ft/s] I [ft] -2.074 0.042 -0.669 0.000 -0.669 0.000 -0.669 0.000 -0.617 0.029 -0.655 0.022 -4.713 1.176 -4.713 0.480 -4.713 1.328 -4.716 0.463 -0.000 0 .000 0.213 0.000 0.000 0.000 -0.297 0 .008 -0 .319 0.008 -0.3 I 9 0.008 0.000 0.000 0.000 0.000 I EXHIBIT 14A I Pipe Node Node ID 1 2 Diameter Length Roughness Flow Velocity Headloss I l [in] [ft] [m ill ift] [gpm] [ft/s] [ft] l 4121 59416 6796 12 .000 204 .628 130.000 -0 .000 -0.000 0.000 I 4122 59372 59421 8 .000 491.944 130.000 104 .871 0.669 0.000 1 4123 59417 59385 12.000 292.550 130.000 0.000 0.000 0.000 I 4126 59419 59420 18.000 468.475 130 .000 -3172.139 -3.999 1.398 \ 4127 59420 1887 18 .000 868.701 130.000 -3178.139 -4.007 2.600 \ 4128 59421 59409 8 .000 384.941 130 .000 11.439 0 .073 0 .000 l 4130 59425 59428 12.000 205.000 130 .000 -1417.886 -4.022 0.992 \ 4131 1 59429 1 59432 1 6 .000 1 145.000 1 130.000 1 -262 .665 1 -2.981 1 o.904 \ 4132 59433 59436 8.000 115.000 130 .000 131.251 0.838 0.049 14133 59437 59440 8 .000 300.000 130 .000 881.384 5.626 4.337 1 4134 59441 59444 8 .000 110 .000 130.000 -1286 .633 -8.212 3.204 \ 4135 59445 59432 6.000 240.000 130.000 -230.031 -2.610 1.171 14136 59449 59445 6 .000 145.000 130.000 -221.421 -2.512 0 .659 I 4137 59440 59456 8.000 280 .000 130.000 860.554 5.493 3.873 4138 59457 59460 6.000 380 .000 130 .000 -504.025 -5.719 7.924 4139 59461 59464 8.000 180.000 130.000 0.000 0.000 0.000 I 4140 59465 59444 8.000 150.000 130.000 803.225 5.127 1.826 \ 4141 59444 59473 8 .000 45.000 130 .000 -484 .518 -3.093 0.215 I 4142 59473 59476 8.000 135.000 130.000 -490.348 -3.130 0 .659 I 4143 59477 59480 8.000 265 .000 130.000 -511.738 -3.266 1.400 I 4144 59480 59484 8 .000 105.000 130 .000 -517.298 -3.302 0.566 I 4145 59484 59488 8.000 200.000 130.000 -524.238 -3.346 1.105 I 4146 59489 59425 8.000 110.000 130.000 -536.738 -3.426 0.635 I 4147 59343 59496 8.000 340 .000 130.000 803 .225 5 .127 4 .139 I EXHIBIT 14A I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I I I [in] [ft] [millift] [gpm] [ft/s] [ft) I 4148 1 59497 1 59500 1 6.000 190.000 130.000 -2.080 -0.024 0.000 I 1 4149 59500 59504 8 .000 80.000 130.000 -819.468 -5 .230 1.011 I 4150 59500 59508 8.000 55 .000 130.000 815.168 5.203 0.688 I 4151 59425 59512 8.000 170 .000 130.000 875.588 5.589 2.428 I 4152 59433 59516 8.000 150.000 130.000 422.233 2.695 0.555 I 4153 59517 59516 8.000 305 .000 130.000 -411.123 -2.624 1.074 I 4154 1 59521 1 59517 1 8.ooo 1 190.000 130.000 107.848 0.688 0.056 I I 1 59525 4155 1 59537 6.000 295.000 130.000 478.970 5.435 5.597 I 1 4156 59508 59433 8.000 165.000 130 .000 554.314 3.538 1.011 I I 4157 59517 59525 8.000 140.000 130.000 503.140 3.211 0 .717 I 4158 59537 59460 6.000 165 .000 130 .000 515.135 5.845 3.582 I 1 59541 1 59428 I 4159 4.000 220.000 130.000 -6 .670 -0.170 0.011 I 4160 59512 59548 4.000 295.000 130 .000 11.670 0.298 0.042 I I 4161 59565 59552 6.000 130.000 130 .000 18.330 0.208 0.006 I 14162 59553 59552 4.000 200.000 130.000 -10 .000 -0.255 0.021 I ) 4163 59504 59560 6.000 90.000 130.000 2.500 0.028 0.000 I 1 4164 59561 59564 6.000 65.000 130.000 -13.330 -0. 151 0.002 I 14165 59565 59512 8.000 40.000 130.000 -858.358 -5.479 0.551 I 1 4166 1 59569 1 59565 8.000 190.000 130 .000 -834.468 -5.326 2.482 I 14167 59504 59569 8 .000 135.000 130.000 -827 .528 -5.282 1.737 I 14168 59577 59508 6.000 75.000 130.000 -258.074 -2.928 0.453 1 4169 59488 59489 8.000 190.000 130.000 -531.178 -3 .390 1.075 I 4170 59561 59588 4.000 151.000 130.000 7.500 0.191 0.009 I I 4171 59436 59461 8.000 97.000 130.000 125.421 0.801 0.038 I EXHIBIT 14A I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I I I I [in] I [ft] [millift] [gpm] [ft/s] [ft] I 4172 59476 59477 8.000 220.000 130.000 -498 .6 78 -3.183 1.108 I 4173 59597 59577 6.000 140.000 130.000 -256.404 -2 .909 0.835 1 4174 59521 59597 6.000 230.000 130.000 -248 .624 -2.821 1.296 1 4175 59605 59521 8.000 215.000 130.000 375.249 2.395 0.639 I I 130.000 385.249 0.874 I 4176 59441 59605 8.000 280.000 2.459 l 4177 1 59437 1 59441 1 8.000 j 10.000 1 130 .000 1 -884 .714 -5.647 1.019 I I 4178 59456 59457 8.000 360.000 130.000 1264.865 8 .073 10.161 I f4179 1 59449 1 59429 , 6 .000 240.000 130.000 -202.611 -2.299 0.925 I I 4180 59456 59449 8.000 140.000 130.000 -415.421 -2.652 0.503 j 4181 59429 59537 6 .000 285.000 130.000 50.055 0.568 0.082 I 4182 59432 59636 6 .000 75.000 130.000 -498.526 -5.657 1.533 I 4183 59636 59521 6 .000 185.000 130.000 -503.526 -5.714 3.851 1 4184 59496 59465 8.000 341 .000 130.000 803.225 5.127 4.151 I 4185 59650 59387 12.000 44.000 130.000 -1660.319 -4.710 0.285 I I I 4186 59428 59651 12.000 65.000 130.000 -1429.556 -4.055 0.319 14187 59461 59564 8 .000 57.000 130.000 13.330 0.085 0.000 I I 4188 59651 59650 12.000 190.000 130.000 -1429.556 -4 .055 0 .933 I I 8.000 436.000 130.000 5.949 0.038 0.000 I 4189 59464 59421 -- EXHIBIT 14A EXHIBIT 14B M ikeNET Analysis Description: Peak Day with Cottages with Fireflow of 1750 gpm at Node 59457 Results -Junctions Number of Junctions: 78(Selection) 1 J unction ID I Description Elevation Demand Grade I [ft] [gpm] [ft] I 59320 I 1 313.500 0.000 483.913 I 59343 312 .750 0.000 483.871 I 59370 312.000 0.000 484.223 I 59372 326.000 0.000 -23364954.0 I 59383 326.000 0.000 -23364954.0 159384 I 1325.000 1 o.ooo 1-23364954.0 I 59385 321.000 0.000 482 .710 I 59386 320.000 13.300 482.739 I 59387 318.000 1.020 483 .046 I 59388 304.000 0.000 484.703 I 59389 316.000 0.940 486 .031 I 59409 328.500 0.000 -23364954 .0 I 59410 328 .000 0.000 -23364954.0 I 59411 327.000 98.890 -23364954.0 I 59412 327 .000 0.000 482.686 I 59413 324.000 7.720 482 .694 I 59414 320 .000 0.000 482.702 I 59415 328.000 0.000 493.332 I 59416 327 .000 0.000 493.332 Pressure [psi] 73.840 74 .147 74.624 -10124176 .0 -10124176 .0 -10124175.0 70.069 70.515 71.515 78.299 73.674 -10124177.0 -10124177.0 -10124176.0 67.459 68 .762 70.499 71.638 72.072 -- EXHIBIT 14B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59417 323.000 0 .000 -23364954.0 -10124175.0 I 59419 317.914 6.000 487.461 73.465 I 59420 321 .000 6.000 488.859 72.733 I 59421 327.250 98.890 -23364954.0 -10124176.0 I 59425 325.700 5.560 480.516 67.082 I 59428 323.300 5 .000 481.508 68.552 I 59429 339.200 10.000 462.749 53.534 I 59432 336.800 5 .830 463.654 54.966 I 59433 332.000 0.830 470.610 60.060 I 59436 330.500 5.830 470.561 60.688 I 59437 326.700 3.330 469.531 61.889 I 59440 332.200 20.830 465.194 57.626 I 59441 328.000 16.670 470.550 61.767 I 59444 327.500 1.110 473.755 63.372 I 59445 336 .200 8.610 462.483 54.718 I 59449 339.200 8 .610 461.824 53.133 I 59456 340.000 11.110 461.321 52.569 \ 59457 345.300 1768.890 451.160 45.869 I 59460 341.500 11.110 459.084 50.949 159461 331.000 7.220 470.523 60.455 I 59464 329.000 98.890 -23364954.0 -10124177.0 ! 59465 322 .500 0.000 475.581 66.330 I 59473 330.500 5.830 473.970 62.165 I 59476 330.500 8.330 474.628 62.451 EXHIBIT 14B I Junction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59477 326.500 13.060 475.736 64.664 I 59480 323.700 5.560 477 .136 66.484 1 59484 324.500 6.940 477.702 66.382 ! 59488 326.000 6.940 478.806 66.2 I 1 I 59489 325.700 5.560 479.882 66.807 r 59496 318.000 0.000 479.732 70.078 I 59497 328.800 2 .080 472.308 62 .182 I 59500 330.000 2.220 472.308 61.662 r 59504 329.300 5.560 473 .319 62.403 I 59508 330 .800 2.780 471.620 61.017 I 59512 326.600 5.560 478.089 65.640 I 59516 332.200 11.110 470.055 59 .733 I 59517 334.000 15.830 468.981 58.487 ) 59521 334.000 12.500 469.037 58.512 I 59525 336.800 24.170 468.264 56.963 I 59537 339.000 13.890 462.667 53.585 I 59541 320.700 6.670 481.497 69.674 I 59548 323.300 11.670 478.047 67.052 I 59552 329.200 8.330 477.532 64.272 ) 59553 329.000 10.000 477 .511 64.350 r 59560 330.000 2.500 473.319 62.100 r 59561 331 .500 5.830 470.521 60.238 f 59564 330.600 0.000 470.523 60.629 I 59565 327.000 5.560 477.538 65.228 EXHIBIT 14B I Ju nction ID Description Elevation Demand Grade Pressure I [ft] [gpm] [ft] [psi] I 59569 328 .000 6.940 475.056 63.719 I 59577 331.500 1.670 471.168 60.518 I 59588 328.900 7.500 470.512 61.360 I 59597 332 .000 7.780 470.333 59.940 I 59605 332.000 10.000 469.676 59.655 I 59636 335 .500 5.000 465.186 56.193 I 59650 319.000 0.000 482.761 70.958 I 59651 323.300 0.000 481.828 68.690 EXHIBIT 14B EXHIBIT lSA MikeNET Analysis Description: Peak Day with Cottages with Firetlow of 1125 gpm at Node 59489 and Node 59484 Results -Pipes Number of Pipes : 84(Selection) I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4034 59343 59320 10.000 24.117 130.000 -475.843 -1.944 0.038 14081 59372 59383 8.000 41.505 130.000 -93.690 -0.598 0.000 I 4082 59383 59384 8 .000 122.704 130.000 -93.690 -0.598 0.000 I 4083 59384 59417 8.000 52.182 130.000 -93.690 -0.598 0.000 I 4084 59385 59386 12.000 191.702 130.000 -195.101 -0.553 0.024 ! I 4085 59386 59650 12.000 132.302 130.000 -208.401 -0.591 0.018 I 4086 59387 59370 12.000 181.268 130.000 -2176.179 -6.173 1.939 I 4087 59370 59388 12.000 74.027 130.000 -2176.179 -6.173 0.792 I 4088 59388 59389 12.000 204.664 ] 30.000 -2176.179 -6.173 2.190 I 4089 59389 1905 12.000 71.223 130.000 -2177.119 -6.176 0 .763 I 4112 59409 59410 8.000 163.477 130.000 5.200 0.033 0.000 ) 4113 59410 59411 8 .000 223.500 130.000 5.200 0.033 0.000 \ 4114 1 59411 1 59412 1 8.000 1 533.635 1 130.000 I o.ooo Jo.ooo ~ 14115 59412 59413 12.000 197.971 130.000 -93.690 -0.266 0.006 I I 4116 59413 59414 12.000 189.021 130.000 -101.410 -0.288 0 .007 I I I 4117 59414 59385 12.000 187.079 130.000 -101.410 -0.288 0.007 I 4118 59412 59415 12.000 463.974 130.000 0.000 0.000 0.000 I EXHIBIT lSA I p· Node Node 1pe Diameter Length Roughness Flow Velocity Headloss ID 1 2 I I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4119 59415 59416 12.000 205.281 130 .000 -0.000 -0.000 0 .000 l 4121 59416 6796 12.000 204.628 130.000 -0.000 -0.000 0 .000 I 4122 59372 59421 8 .000 491.944 130.000 93.690 0 .598 0 .000 I 4123 59417 59385 12.000 292.550 130.000 0.000 0 .000 0.000 I 4126 59419 59420 18.000 468.475 130.000 -3464.978 -4 .369 1.646 I 4127 1 59420 1 1887 I 18 .000 1 868.701 1 130.000 1 -3470.978 1 -4 .376 3.062 ! 4128 59421 59409 8.000 384 .941 130 .000 5.200 0.033 0.000 I 4130 59425 59428 12.000 205.000 130.000 -1955.088 -5.546 1.798 I 4131 59429 59432 6.000 145 .000 130.000 -12.572 -0.143 0.003 I 4132 1 59433 1 59436 1 8.000 I 115.000 1 130.000 I 120.010 0.766 0.041 I 4133 59437 59440 8.000 300.000 130.000 55.951 0.357 0.026 I 4134 1 59441 1 59444 1 8.000 I 110.000 1 130.000 -102.370 -0 .653 0 .029 I 4135 59445 59432 6.000 240 .000 130.000 -9.663 -0.110 0.003 I 4136 59449 59445 6.000 145.000 130.000 -1.053 -0.012 0.000 I 4137 59440 59456 8.000 280.000 130.000 35.121 0 .224 0 .010 I I 4138 59457 59460 6.000 380.000 130.000 -1.079 -0.012 0 .000 r-- 4139 59461 59464 8 .000 180.000 130.000 0.000 0 .000 0 .000 14140 59465 59444 8.000 150.000 130 .000 754.842 4.818 1.628 I I 4141 1 59444 1 59473 1 8.000 1 45.000 1 130.000 1651.363 1 4 .158 0.3 72 I 4142 1 59473 1 59476 8 .000 135 .000 130 .000 645.533 4 .120 1.096 \ 4143 59477 59480 8.000 265.000 130.000 624.143 3.984 2.022 I 4144 59480 59484 8.000 105.000 130.000 618.583 3 .948 0 .788 I I 4145 59484 59488 8.000 200.000 130.000 -513.357 -3 .277 1.063 I > I 4146 59489 59425 8.000 110.000 130 .000 -1650.857 -10.537 5.084 EXHrBIT ISA I p· Node Node 1pe Diameter Length Roug hness Flow Velocity Headloss ID 1 2 I [in] [ft] [m illi ft] [gpm] [ft/s] [ft] r- 4147 59343 59496 8.000 340.000 130.000 754.842 4.818 3.689 I 4148 59497 59500 6.000 90.000 130.000 -2.080 -0.024 0.000 I 4149 59500 59504 8.000 80.000 130.000 -242.551 -1.548 0.106 I I 4150 59500 59508 8.000 55.000 130.000 238 .251 1.521 0.071 ! J 4151 59425 59512 8.000 170.000 130.000 298.671 1.906 0.331 4152 59433 59516 8.000 150.000 130.000 55.271 0.353 0.013 I I 4153 59517 59516 8.000 305.000 130.000 -44.161 -0.282 0.017 14154 1 59521 1 59517 1 8.000 1 190.000 130 .000 20.703 0.132 0 .003 I 4155 59525 59537 6.000 295.000 130.000 24.864 0 .282 0.023 I I 4156 1 59508 1 59433 1 8 .000 1 165 .000 130.000 176.171 1.124 0.121 14157 59517 59525 8.000 140.000 130.000 49.034 0.313 0.010 I 4158 59537 59460 6.000 165.000 130.000 12 .189 0.138 0.004 I 4159 59541 59428 4 .000 220.000 130.000 -6.670 -0 .170 0.011 I 4160 59512 59548 4.000 295.000 130.000 11.670 0.298 0 .042 I 4161 59565 59552 6 .000 130.000 130.000 18.330 0.208 0 .006 I 4162 59553 59552 4.000 200.000 130.000 -10.000 -0.255 0.021 I 4163 1 59504 1 59560 1 6.000 1 90.000 1 130.000 I 2.500 1 o.028 0 .000 I 4164 59561 59564 6.000 65.000 130.000 -13.330 -0.151 0 .002 I 4165 1 59565 1 59512 1 8.000 140.000 1 130.000 1 -281.441 1 -1.796 I 0.070 I 4166 1 59569 1 59565 1 8.0-00---r----r------+------+-----+---~ 190.000 130.000 -257.551 -1.644 0.281 I 4 l 67 , 59504 1 59569 , 8.000 1 135.000 1 130.000 -250.611 -1.600 0.190 4168 59577 59508 6.000 75.000 130.000 -59 .300 -0.673 0.030 4169 59488 59489 8.000 190.000 130.000 -520.297 -3.321 1.035 4170 59561 59588 4.000 151.000 130.000 7.500 0.191 0.009 EXHIBIT lSA I Pi pe Node N ode Di ameter Length Ro ug hness Flow Velocity Headloss I ID 1 2 I [in ] [ft] [mill ift] [gp m] [ft/s] [ft] ' 4171 59436 59461 8.000 97 .000 130.000 114.240 0.729 0.032 I 4172 59476 59477 8.000 220.000 130.000 637.203 4.067 1.744 I 4173 59597 59577 6.000 140.000 130.000 -57.630 -0.654 0.053 I 4174 59521 59597 6.000 230.000 130.000 -49.850 -0.566 0.066 I 4175 59605 59521 8.000 215.000 130.000 16.419 0 .105 0.002 I 4176 59441 59605 8.000 280.000 130.000 26.419 0.169 0.006 I 4177 59437 59441 8.000 70.000 130 .000 -59.281 -0.378 0.007 I 4178 1 59456 , 59457 , 8.000 1 360 .000 1 130.000 I 17 .811 0.114 0.004 I 4179 59449 59429 6.000 240 .000 130.000 -1.357 -0.015 0.000 I 4180 59456 59449 8.000 140.000 130.000 6.200 0.040 0 .000 I 4181 59429 59537 6.000 285.000 130.000 1.215 0.014 0 .000 I 4182 1 59432 1 59636 1 6.000 1 75 .000 1 130.000 1 -28 .066 1 -0.318 0.007 \ 4183 59636 59521 6.000 185.000 130.000 -33 .066 -0.375 0 .025 I 4184 59496 59465 8.000 341.000 130.000 754.842 4.818 3.700 I 4185 59650 59387 12.000 44.000 130.000 -2175.159 -6.170 0.470 I 4186 59428 59651 12.000 65.000 130.000 -1966.758 -5.579 0 .577 I 4187 1 59461 1 59564 1 8.000 57.000 130 .000 13.330 0.085 0 .000 14188 59651 59650 12.000 190.000 130.000 -1966.758 -5.579 l.685 I I 4189 59464 59421 8.000 436.000 130.000 0.000 0.000 0.000 I EXHIBIT ISA EXHIBIT 15B MikeNET Analysis Description: Peak Day with Cottages with Fireflow of 1125 gpm at Node 59489 and Node 59484 Results -Junctions Number of Junctions: 75(Selection) Junction ID Description Elevation Demand Grade Pressure [ft) [gpm] [ft] [psi] 159320 I 1 313.500 1 o.ooo 1481 .831 72.938 59343 312.750 0.000 481.793 73.246 59370 312.000 0.000 480.406 72.970 59372 326.000 0.000 -20873840.0 -9044776.00 59383 326.000 0.000 -20873840.0 -9044776.00 59384 325.000 0.000 -20873840.0 -9044776.00 59385 321 .000 0.000 477.955 68 .009 1 59386 I 1320.000 1 13.300 1477.978 1 68.452 59387 318.000 1.020 478.467 69 .530 59388 304 .000 0.000 481.198 76.780 59389 316.000 0.940 483.388 72.529 159409 I 1328.500 1 o.ooo 1-20873840.0 1-9044777 .00 59410 328.000 0.000 -20873840 .0 -9044777.00 59411 327.000 98.890 -20873840.0 -9044777.00 J 59412 327.000 0 .000 477 .935 65.400 I 59413 324.000 7 .720 477.941 66.703 I 59414 320.000 0.000 477.948 68.439 I 59415 328.000 0.000 492.046 71.081 I 59416 I 1 327.000 1 o.ooo 1492.046 1 71.514 Quality 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 o.ooo 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EXHIBIT 15B I Junction ID Description Elevation Demand Grade Pressure Quality I [ft) [gpm] [ft] [psi] J 59417 323.000 0.000 -20873840.0 -9044775.00 0.000 ) 59419 3 I 7.914 6 .000 485.290 72.524 0.000 59420 321.000 6.000 486.936 71.900 0.000 5942 1 327.250 98.890 -20873840.0 -9044777.00 0.000 J 59425 325.700 5.560 473 .936 64.231 0.000 59428 323.300 5.000 475.735 66.050 0.000 59429 339.200 10.000 472.703 57.847 0.000 I 59432 336.800 5.8 30 472.707 58.888 0.000 ) 59433 332 .000 0.830 472.766 60.994 0.000 I 59436 330 .500 5.8 30 472 .725 61 .626 0.000 59437 326.700 3.330 472 .740 63.279 0.000 59440 332.200 20 .830 472 .714 60.885 0.000 J 59441 328.000 16.670 472.747 62 .719 0.000 59444 327.500 1.110 472.777 62.948 0.000 59445 336.200 8.610 472.703 59.147 0.000 59449 339.200 8.610 472.703 57.847 0.000 59456 340.000 11.110 472.704 57 .500 0.000 I 59457 345 .300 18 .890 472.700 55.202 0.000 I 59460 341.500 11.110 472 .700 56.849 0.000 159461 331.000 7.220 472.693 61.396 0.000 59464 329.000 98.890 -20873840 .0 -9044777.00 0.000 59465 322 .500 0 .000 474.404 65.820 0.000 159473 I 1330 .500 1 5.830 1472.405 1 61 .487 1 o.ooo 159476 330.500 8 .330 471.309 61.012 0.000 EXHIBIT lSB Junction ID Description Elevation Demand Grade Pressure Quality (ft] (gpm] [ft] [psi] 59477 326.500 13.060 469.564 61.990 0.000 159480 323.700 5.560 467.543 62.327 0 .000 59484 324.500 1131.940 466.755 61 .639 0.000 59488 326.000 6.940 467.817 61.449 0.000 1 59489 325.700 1130.560 468.852 62.028 0.000 1 59496 318.000 0.000 478.104 69.373 0.000 [59497 I 1328.800 12.080 1472.958 62.464 0 .000 I 59500 330.000 2.220 472.958 61.944 0.000 59504 329.300 5.560 473 .064 62.293 0.000 I I 59508 330.800 2.780 472.887 61.566 0.000 59512 326.600 5 .560 473.605 63.697 0.000 59516 332.200 11.110 472 .754 60.902 0.000 59517 334.000 15.830 472.736 60.114 0.000 159521 I 1334.000 I 12.500 1472.739 1 60.116 0.000 J 59525 336.800 24.170 472 .727 58.897 0.000 159537 I 1339.000 1 13.890 1472.703 57.934 0.000 59541 320.700 6.670 475.724 67.172 0.000 59548 323.300 11 .670 473.564 65.109 0 .000 I \ 59552 329.200 8.330 473.530 62 .538 0.000 \ 59553 329 .000 10.000 473.508 62.616 0.000 I 59560 330.000 2.500 473.064 61.990 0.000 159561 331.500 5 .830 472.691 61.178 0.000 \ 59564 330.600 0 .000 472.693 61.569 0 .000 I 1 59565 327.000 5 .560 473.535 63.494 0.000 I EXHIBIT 15B 1 Junction ID Description Elevation Demand Grade Pressure Quality [ft] [gpm] [ft] (psi] 59569 328.000 6.940 473.254 62.939 0.000 59577 331.500 1.670 472.858 61.250 0.000 59588 328.900 7.500 472.682 62.301 0.000 J 59597 332.000 7.780 472.805 61.011 0.000 59605 332.000 10.000 472.741 60.983 0.000 59636 335.500 5 .000 472.714 59.455 0.000 59650 319.000 0.000 477.997 68.893 0.000 159651 323.300 0.000 476.311 66.300 0.000 EXHIBIT lSB EXHIBIT 16A MikeNET Analysis Description: Peak Day with Cottages with Firetlow of 1125 gpm at Node 59512 and Node 59560 Results -Pipes Number of Pipes: 84(Selection) I Pipe Node Node Diameter Length Roughness Flow Velocity Head loss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4034 59343 59320 10.000 24.117 130.000 -481.790 -1 .968 0 .038 14081 59372 59383 8.000 41.505 130.000 -96.333 -0.615 0.000 I 4082 59383 59384 8.000 122.704 130.000 -96.333 -0.615 0.000 I 4083 1 59384 1 59417 1 8.000 1 52.182 1 130.000 1 -96.333 1 -0.615 0.000 14084 59385 59386 12.000 191.702 130.000 -200.387 -0.568 0.025 ! 4085 59386 59650 12.000 132.302 130.000 -213.687 -0.606 0.019 I 4086 59387 59370 12.000 181.268 130.000 -2174.296 -6.168 1.936 j 4087 59370 59388 12.000 74.027 130.000 -2174.296 -6.168 0.791 I 4088 59388 59389 12.000 204.664 130.000 -2174.296 -6.168 2.186 I 4089 59389 1905 12.000 71.223 130.000 -2175.236 -6.171 0 .761 I 4112 59409 59410 8.000 163.477 130.000 -16.720 -0.107 0 .000 I 4113 59410 59411 8.000 223.500 130.000 2.557 0.016 0 .000 I 4114 59411 59412 8.000 533.635 130.000 0.000 0.000 0.000 1 4115 59412 59413 12.000 197.971 130.000 -96.333 -0.273 0.007 J 4116 59413 59414 12.000 189 .021 130.000 -I 04 .053 -0.295 0.007 I I I 4117 59414 59385 12.000 187 .079 130.000 -104.053 -0.295 0.007 r- 4118 59412 59415 12.000 463.974 130.000 0.000 0.000 0.000 I EXHIBIT 16A I P° Node Node 1pe Diameter Length Roughness Flow Velocity Headloss ID 1 2 I I [in] [ft] [millift] [gpm] [ft/s) [ft] \ 4119 59415 59416 12.000 205.281 130.000 -0.000 -0.000 0.000 I 4121 59416 6796 12.000 204.628 130.000 -0.000 -0.000 0.000 ) 4122 59372 59421 8.000 491.944 130.000 96.333 0.615 0 .000 I 4123 59417 59385 12.000 292.550 130.000 0.000 0.000 0.000 I 4126 59419 59420 18.000 468.475 130.000 -3469.641 -4.375 1.650 \ 4127 59420 1887 18.000 868.701 130.000 -3475.641 -4.382 3.069 I 4128 59421 59409 8.000 384.941 130.000 -5.113 -0.033 0.000 I 4130 1 59425 1 59428 1 12.000 I 205.ooo 1 130.000 -1947.919 -5.526 1.786 I I 4131 59429 59432 6.000 145.000 130.000 35.727 0.405 0.022 I 4132 59433 59436 8.000 115.000 130.000 122.713 0.783 0.043 I 4133 59437 59440 8.000 300 .000 130.000 389.452 2.486 0.956 I 4134 1 59441 1 59444 1 8.000 110 .000 130.000 -958.251 -6.116 1.857 I I 4135 59445 59432 6.000 240.000 130.000 94 .562 1.073 0.226 I 4136 59449 59445 6.000 145.000 130.000 103.172 1.171 0.160 I 4137 59440 59456 8 .000 280.000 130.000 368.622 2.353 0.806 I 4138 59457 59460 6.000 380 .000 130.000 104.535 1 .186 0.430 I 4139 59461 59464 8.000 180.000 130.000 0.000 0.000 0.000 \ 4140 59465 59444 8.000 150.000 130 .000 764.654 4.881 1.667 14141 1 59444 1 59473 1 8.000 145.000 130.000 -194 .707 -1 .243 0 .040 \ 4142 59473 59476 8.000 135.000 130 .000 -200.5 37 -1.280 0 .126 I 4143 59477 59480 8.000 265.000 130.000 -221.927 -1.417 0.298 I I 4144 59480 59484 8.000 105 .000 130 .000 -227.487 -1.45 2 0.124 I 4145 1 59484 1 59488 1 8.000 I 200.000 1 130.000 1 -234.427 1-1.496 4146 59489 59425 8.000 110.000 130.000 -246.927 -1 .576 0 .151 I EXHIBIT 16A I P° Node Node ape Diameter Length Roughness Flow Velocity Head loss ID 1 2 I [in] [ft] [millift] [gpm] [ft/s) [ft] l 4147 1 59343 1 59496 1 8 .000 340.000 130 .000 764.654 4.881 3 .778 I 4148 1 59497 1 59500 16 .000 1 90.000 1 130.000 1 -2.080 1 -0.024 0.000 I I 4149 59500 59504 8.000 80.000 130.000 610.688 3 .898 0.586 I I 4150 59500 59508 8.000 55.000 130.000 -614.988 -3.925 0.408 I 4151 59425 59512 8.000 170.000 130.000 ~ 1695.432 10.822 8.255 I I 4152 59433 59516 8.000 150.000 130.000 -469.510 2.997 0.675 I 4153 59517 59516 8.000 305 .000 130.000 480.620 3 .068 1.434 I 4154 59521 59517 8.000 190.000 130.000 364.506 2 .327 0.535 I I 4155 59525 59537 6.000 295.000 130.000 -156 .114 -1.771 0.702 I I 4156 59508 59433 8.000 165.000 130.000 -345.966 -2.208 0.422 14157 59517 59525 8 .000 140.000 130 .000 -131.944 -0 .842 0.060 I 4158 59537 59460 6.000 165.000 130.000 -93.425 -1.060 0.152 I 4159 59541 59428 4.000 220.000 130.000 -6 .670 -0.170 0.011 I I 4160 59512 59548 4.000 295.000 130.000 11.670 0.298 0.042 I 4161 59565 59552 6.000 130.000 130.000 18.330 0.208 0.006 14162 59553 59552 4.000 200.000 130.000 -10.000 -0.255 0 .021 -_ ... I 4163 ~~y If' 59504 59560 6.000 90.000 130 .000 1127.500 8.337 I 4164 59561 59564 6.000 65.000 130.000 -13.330 ~51 0 .002 I 4165 59565 59512 8.000 40.000 130.000 -553.202 -3.531 0.244 14166 59569 59565 8.000 190.000 130.000 -529.312 -3.378 1.068 I 4167 59504 59569 8 .000 135.000 130.000 -522.372 -3.334 0 .741 1 4168 59577 59508 6.000 75.000 130.000 271.801 3.084 0.498 I 4169 59488 59489 8.000 190 .000 130.000 -241.367 -1.541 0.250 I I 4170 59561 59588 4.000 151.000 130.000 7.500 0.191 0.009 EXHIBIT 16A I p· Node Node ape Diameter Length Roughness Flow Velocity Head loss ID 1 2 I I [in] [ft] [millift] [gpm] [ft/s] [ft] I 4171 59436 59461 8.000 97.000 130.000 116.883 0.746 0.033 I 4172 59476 59477 8 .000 220.000 130.000 -208.867 -1 .333 0.221 14173 59597 59577 6.000 140.000 130.000 273.471 3.103 0.941 I 4174 59521 59597 6.000 230.000 130 .000 281.251 3.191 1.62 8 I 4175 59605 59521 8.000 215.000 130.000 538.799 3.439 1.249 1 4176 59441 59605 8.000 280.000 130.000 548.799 3.503 1.683 I 4177 1 59437 1 59441 1 8 .000 70.000 130.000 -392.782 -2.507 0.227 I 4178 59456 59457 8.000 360.000 130.000 123.425 0.788 0 .137 I 4179 59449 59429 6.000 240.000 130 .000 122.306 1.388 0.363 ~ 80 1 59456 1 59449 , 8.000 1 140.000 130.000 234.087 1.494 0.174 I 4181 59429 59537 6.000 285.000 130.000 76.579 0.869 0.181 I I 4182 59432 59636 6.000 75.000 130.000 124.459 1.412 0 .117 4183 59636 59521 6.000 185.000 130.000 119.459 1.356 0.268 4184 59496 59465 8.000 341.000 130.000 764.654 4.881 3.789 I 4185 59650 59387 12.000 44 .000 130 .000 -2173.276 -6.165 0.470 I I 4186 59428 59651 12.000 65.000 130.000 -1959.589 -5.559 0 .5 73 I I 4187 59461 59564 8.000 57.000 130.000 13.330 0.085 0.000 I 1 4188 59651 59650 12.000 190.000 130.000 -1959.589 -5.559 1.6 74 I 14189 59464 59421 8.000 436.000 130.000 -2.557 -0.016 0 .000 I EXHIBIT 16A EXHIBIT 16B MikeNET Analysis Description: Peak Day with Cottages with Fireflow of 1125 gpm at Node 59512 and Node 59560 Results -Junctions Number of Junctions: 75(Selection) 1 Junction ID I Description I Elevation I Demand I Grade Pressure I Quality [ft] [gpm] [ft] [psi) 59320 313.500 0.000 481.751 72.903 0.000 59343 312.750 0.000 481.712 73.211 0.000 59370 312.000 0.000 480.373 72 .956 0.000 59372 326.000 0.000 -21462704 .0 -9299931.00 0.000 59383 326.000 0.000 -21462704.0 -9299931.00 0.000 59384 325.000 0.000 -21462 704 .0 -9299930.00 0.000 59385 321.000 0.000 477.924 67.995 0.000 1 59386 I 1320.000 1 13.300 1477.948 1 68.439 1 o.ooo - 59387 318.000 1.020 478.437 69.517 0.000 1 59388 I 1304.000 0.000 481.164 76.765 0.000 59389 316.000 0.940 483 .350 72.513 0.000 59409 328.500 0.000 -21462704.0 -9299932.00 0.000 59410 328.000 0.000 -21462704.0 -9299932.00 0.000 J 59411 327.000 98.890 -21462704.0 -9299931.00 0.000 \ 59412 327.000 0.000 477.903 65.386 0 .000 59413 324.000 7.720 477.909 66.689 0.000 59414 320.000 0.000 477.917 68.425 0.000 \ 59415 328.000 0.000 492.024 71.072 0 .000 159416 327.000 0.000 492.024 71.505 0 .000 EXHIBIT 16B I Junction ID Description Elevation Demand Grade Pressure Quality I [ft] [gpm] [ft] [psi] J 59417 323.000 0.000 -21462704.0 -9299930.00 0.000 I 59419 317.914 6.000 485.254 72.508 0.000 I 159420 I 1 321.000 16.000 1486.904 71.886 0.000 I 59421 327.250 98.890 -21462704 .0 -9299931.00 0.000 159425 I 1325.700 15.560 473 .935 64.230 0.000 59428 323.300 5 .000 475 .721 66.044 0.000 59429 339.200 10 .000 468 .096 55.851 0.000 59432 336.800 5.830 468.074 56.881 0.000 59433 332.000 0.830 465 .043 57.648 0.000 159436 I 1330.500 j 5.830 1465.000 58.279 0 .000 59437 326.700 3.330 470.395 62.263 0.000 59440 332.200 20.830 469.439 59.466 0.000 I 59441 328.000 16 .670 470 .621 61.798 0.000 59444 327.500 1.110 472.478 62.819 0.000 59445 336.200 8.610 468.299 57.239 0.000 1S9449 339.200 8 .610 468.460 56.008 0.000 59456 340.000 11.110 468.633 55 .737 0.000 59457 345.300 18.890 468.497 53.381 0.000 59460 341.500 11.110 468 .067 54.841 0.000 59461 331.000 7.220 464.967 58.048 0.000 I 59464 329.000 98.890 -21462704.0 -9299932.00 0.000 I 59465 322.500 0.000 474.145 65.708 0.000 I 59473 330.500 5.830 472 .517 61.536 0.000 I 59476 330.500 8.330 472.643 61.591 0.000 EXHIBIT 16B Junction ID Description Elevation Demand Grade Pressure Quality [ft] [gpm] [ft) (psi) 59477 326.500 13.060 472.864 63.420 0.000 I 59480 323 .700 5 .560 473.162 64.762 0.000 I 59484 324.500 6.940 473 .286 64.469 0.000 59488 326 .000 6.940 473.535 63.927 0.000 59489 325.700 5.560 473.784 64.165 0.000 \ 59496 318.000 0.000 477 .934 69.299 0.000 59497 328.800 2.080 464.213 58.674 0.000 59500 330.000 2.220 464.213 58 .154 0.000 59504 329.300 5.560 463.627 58.204 0.000 59508 330.800 2.780 464.621 57.985 0.000 59512 326.600 1130 .560 465.680 60.263 0.000 59516 332.200 11.110 465.719 57.854 0.000 I 59517 334.000 15.830 467 .153 57.695 0.000 159521 I 1334 .000 12 .500 467.688 57.927 0 .000 59525 336.800 24.170 467.213 56.508 0 .000 59537 339.000 13.890 467.915 55.859 0.000 \ 59541 320.700 6.670 475.710 67 .166 0.000 \ 59548 323.300 11.670 465.638 61.675 0.000 J 59552 329.200 8.330 465.430 59.028 0 .000 I I 59553 329.000 10.000 465.409 59.106 0.000 159560 330.000 1127.500 455 .290 54.288 0.000 59561 331 .500 5.830 464 .965 57.830 0.000 59564 330.600 0.000 464.967 58.221 0.000 59565 327 .000 5.560 465.436 59.984 0.000 EXHIBIT 168 Junction ID Description Elevation Demand Grade Pressure Quality [ft] [gpm] [ft] [psi] I 59569 328 .000 6 .940 464.367 59 .088 0.000 59577 331 .500 1.670 465.119 57 .897 0.000 59588 328.900 7 .500 464 .956 58.953 0.000 J 59597 332.000 7.780 466.060 58.088 0.000 I s9605 332 .000 10.000 468 .938 59.335 0.000 I 59636 335.500 5.000 467.956 57.393 0.000 I s965o 319.000 0.000 477.968 68.881 0.000 I s965I 323.300 0.000 476.294 66.292 0 .000 EXHIBIT 168 THE COTTAGES OF COLLEGE STATION WATER LINE ANALYSIS March 2011 Prep ared for: ROB H OWLAND , COO CAPSTON E -CS , LLC 431 O FFICE PAR K D RI V E BIRMIN GHAM , AL 35223 Submitted to OLLE E 'TATJON 1/;( Imm of tht Research Vtdlry• By MITCHELL M M MORGAN ENGINEERS & CONST RU CTORS 511 UNIVERS ITY DRIVE , SU IT E 204 COLLEGE S T ATION , TX 77840 OFFICE (979) 260-6963 FAX(979)260-3564 CERTIFICATION This report for the water design for the Cottages of College Station Site was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Design Guidelines for the owners of the property . Veronica J .B. org Registered Professi State of Texas No . , .E ., C.F.M. Engineer 689 WATERLINE ANALYSIS THE COTTAGES oi;oeoLLEGE STATION MARCH 2011 The Cottages of College Station Subdivision is located on the south side of FM2818 at the future extension of Holleman Drive . The project will consist of a combination of three -story lodge apartment buildings , two-story 20 bedroom manor homes , duplexes and one-and two -story cottages containing up to four bedrooms . The overall site layout , and bedroom count per unit are provided in Ex hibit 1. · The updated City of College Station water system MikeNET model created for the Cottages of College Station Plat waterline analysis (Mitchell & Morgan -March 2009) was used for all analyses . Domestic demands for the Cottages development were based on a demand of 100 gpd /bed plus an additional use for the clubhouse . Domestic flows for areas within the Cottages Subd iv ision but outside of the Cottages development were based on the September 2008 Concept Plan for the Cottages of College Station (Ex h ibit 2) using maximum densities allowed and an estimated 2 .7 persons per dwelling unit. The demands utilized for each of these developments beyond the Cottages of College Station development as well as the Cottages project are shown in Table 1. Open and green spaces were assumed to generate no domestic demands . All analyses were performed with the 2818 Place development complete and domestic demands for 2818 Place were calculated as 100 gpd/person based on bed counts as prov ided in the site plans for each phase . Flows for commercial uses were based on Normal Flow Method 2 as described in the 2008 BCS Unified Design Guidelines . Flows for the retail tracts F1 and F2 were assumed at a rate of 2700 gpd/acre and retail tracts 81 -82 were assumed higher for restaurant use at 4800 gpd/acre and retail 83 as a mix of restaurant and retai l at 3500 gpd/acre . Cheddars restaurant was used as a guide which sits on approximately 1 acre and contains 8 ,000 square feet. At 600 gpd/1000 sf which is the wastewater generation rate for a restaurant , an 8 ,000 square foot building generates approximately 4800 gpd/acre. A fi re flow of 1500 gpm for the Cottages was based on the architectural designs , with the largest area between fire walls of approximately 1800 square feet of type VB construction. The MikeNET model was updated with the waterl ines proposed with the Cottages development. The MikeNET line and node identifiers are provided in Tables 2 and 3. A fire flow of 1500 gpm was placed on various sections of the system under different conditions of development: 1. Run 1 -Peak Day Conditions without Cottages Development (Ex hibit 3N3B) 2 . Run 2 -Pk Day Conditions with Cottages Development (Ex hibit 4N4B) 3 . Run 3 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59517 (Ex hibit 5N5B) 4 . Run 4 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59512 (Ex hibit 6N6B) 5 . Run 5 -Pk Day Conditions w/ Cottages and Fire Flow at Node 59457 (Ex hibit 7 N7B) 6 . Run 6 -Pk Day Conditions w / Cottages and Future Development (Ex hibit BNBB )'· 7 . Run 7-Pk Day Conditions w/ Cottages and Future Development & Fire Flow at Node 59457 (Ex hibit 9N9B) It is important to note that where nodes/lines have unusual flow and pressure numbers in the results tables is due to their being disconnected from the model. This was caused when lines were closed within the model to illustrate the different conditions without the Cottage development (Run 1) and w ithout the future developments (Runs 2-5 ). The results from these runs show that the proposed waterlines being constructed with the Cottage of College Station development will sufficiently serve the water needs of the Cottages of College St ation Subdivis ion as well as the adjacent developments as they occur, keeping pressures in the proposed waterlines above 30 psi , and velocities at or below 12 _fps. • 2n/2011 ~ 0021 PM . -' Ii I 11: ! !rn~~·1Lif,I I ij ! lflH!, ! ! ' ,, ' i • • ~' I ' u I I ' II l.i ' ' ' ' " ' " ' ' ' '' ' " ' ' ' " " ' ii ; . L !'l 'i !' ' ! fi ~ ' .!di i f'f '~ 1 IK. fif d" i~ I!' II 11 : i ~J~ ;~ L! I~ i ! :~~ 1 ,, l I I t ~ I tl'llrllll)ljf;I ''' !iiq u ' ~ ~ I II .. ;~ ~ ' ' ' ' ~ • ~' ' ' ' ' ' ' ' ' ii u ~~Ii ' lr lU, I' '' i !~L ... iL~!Llflr ~ I! ! !.! " I n· j f ' ; ' ) ;; ' t.Olfl II • I K ' ~ ~ ~ ~ I II 111~ ' ' ' ' ' ,, ' ' ' ' I ' ' ' n ii I . II 1111 Ii If I 111 I If 111 I II II 111 111 If I I ' I II ' ' n ' ' ' ' ' I ' ' ' a --II~ .. i 'H I ! I i ' ·f til I . -:-.. NOTES: I . Sidewalks within A2 will ~xist along alt private drive aisle<;. and adjacent to an parking locations 2. A trail system w1U connect each block of A 1 /A2. and A3 for pedestrian use and wil provide a route for both bike and pcdestrain traffic to ~ retail locations 3. Rcadwa~ behind the entry gates v..111 be Private Onve .c.ts'es and all boulevard en:rance<i to gates will be private. 4 . AJI structures wal be a maximum of 3 stori~ tall and mayhave architectural elements above three stories lhat could be as tall as 70 feet above ground level (1 .e . cupulas,etc.) 5. Parking ror the commercial areas (FI ,BI -B3) shall be located in a manner so as to be located on the interior of the commercial area or at the drive entrances between buildings but not located parallel to Holeman and fM 2818 and in front of the commercial building< along these roadways. 6. The looped roadway around BI and Bl wit! be public and win provide a route for bus servke. Parallel parking will be provided on this looped street. 7. The bvfl'er areas shown will be designed as shown in ~ cross section A-A. Any existing vegetation that is of size and type to obtain landscape points will be retained (as opposed lo retaining all existing vegetation wtich consists mostly or invasive non-desireable species) in the buffer an:a. The berm ......ii verticalty meander and roll along the buffer area to create interest as op~ to creating a -Wall•. 70% of the N. Oowfing rrontage wil contain the "bermcd1 buffer. 8. The open space in IV.. may be altered in a fashion to create individual neighborhoods surrounding an open space . The total open space area shall be generalty of the same size as that s/iov.ln. 9. The Place Properties connection road may be placed in an alternate alignment other than lhat sho-Nn given that it provides thru access from the town square area (labeled as BI &82) through or adjacent to Tract A I and connects to Place Properties . Developer Capstone Deve~pment 43 1 Offi<e Park Drive Birmingham, AL 352D 205-4 14 -6400 THE COTTAGES OF COLLEGE STATION + Concept Plan ,.,,_..inn ~ Vicinrty Map Buffer Cross Section .Section A-A 11 .. J~c-..ai~u.:. •Li-M•C.)_,_ ,,.n--~~~ "lk•.tm c.l ..,fll;l"'-~C.I _,_..._.. ...... 0.J·C-.~IM"f"""'Looioilfl -~ .. ·»•..-- a-- EJ--- ..I '"""'' HU h .. ia.i .t•ou h••~ hut ld Mitchen & Mocgan , llP 1 11•••1•• ... ~l•~••• JHJ l 1JH . .ll?Utl rtUlU"'" 51 I Universtiy Drive Eart. Suite 204 College S1ation, Texas 77840 'F79-260-6963 4 I 11 >I IC~•• 1 1 r fl• EXHIBIT 2 Pipe ID 2789 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 4089 4105 4106 4107 4108 4109 EXHIBIT3A MikeNET Analysis Description: Peak Day without Cottages. Node Node Diameter Roughness Length 1 2 (in) (millift) (ft) 1905 59419 18.000 130.000 325 .541 59319 59343 10 .000 130 .000 380 .697 59321 59320 10 .000 130.000 12 7 .611 59321 59322 10 .000 130.000 33.108 59 322 593 2 3 10 .000 130.000 59.046 59323 59324 10 .000 130.000 85.089 59324 59325 10 .000 130.000 2 15 .351 59322 59326 8.000 130 .000 23 .618 59326 5932 7 8.000 130 .000 248 .512 59327 5932 8 8 .000 130 .000 107 .232 59328 59329 8 .000 130 .000 235.547 59329 59330 8 .000 130 .000 237 .019 59330 5933 1 8.000 130.000 149.304 59325 59332 10 .000 130.000 214 .501 59332 59333 10 .000 130 .000 268 .797 59333 59334 8 .000 130.000 92 .315 59334 59335 8.000 130 .000 191 .731 59335 59331 8 .000 130 .000 130.443 59333 59336 12.000 130 .000 486 .310 59342 1905 18 .000 130 .000 69 7 .964 59336 59342 12.000 130 .000 162 .530 59343 59320 10 .000 130 .000 24.117 59372 59383 8 .000 130 .000 41.505 59383 59384 8 .000 130 .000 122 .704 59384 59417 8 .000 130 .000 52 .182 59385 59386 12.000 130 .000 191 .702 59386 59650 12.000 130.000 132 .302 59387 59370 12 .000 130 .000 181 .268 59370 59388 12 .000 130 .000 74 .027 59388 59389 12 .000 130 .000 204 .664 59389 1905 12.000 130 .000 71 .223 59319 5940 7 10.000 130.000 5 16 .818 36319 59342 18.000 130 .000 1300.570 59405 59406 10.000 130 .000 358 .886 59406 36319 10 .000 130 .000 361.483 59407 59405 10 .000 130 .000 519.577 Flow Velocity Head loss (gpm) (fUs) (ft) -2393 .158 -3.017 0 .576 83.353 0 .341 0 .024 227 .124 0 .928 0 .051 -227.124 -0 .928 0.013 -184 .93 0 -0 .755 0 .016 -184 .930 -0 .755 0 .023 -209 .530 -0 .856 0.0 7 3 -56.544 -0 .361 0 .002 -56 .544 -0 .361 0.022 -7 0.894 -0.453 0.015 -70 .894 -0.453 0 .032 -107 .794 -0 .688 0 .07 0 -1 07 .794 -0 .688 0 .044 -221 .830 -0.906 0 .081 -258.730 -1 .057 0 .135 122.144 0 .780 0 .034 122.144 0 .780 0 .07 1 107 .794 0 .688 0 .038 -388 .054 -1.101 0 .214 -1227 .899 -1 .548 0 .359 -390.4 84 -1.108 0 .072 -2 27 .124 -0 .928 0 .010 -3 10.477 -1 .982 0 .000 -310.477 -1 .982 0 .000 -310.477 -1.982 0 .000 -628 .675 -1.783 0 .206 -634 .675 -1.800 0 .144 -946 .172 -2.684 0.415 -946 .172 -2 .684 0 .169 -946 .172 -2 .684 0.468 -947 .112 -2 .687 0 .163 -83 .353 -0 .341 0.032 -837.415 -1.056 0.329 -154 .063 -0.629 0 .069 -218 .993 -0 .895 0 .134 -154.063 -0 .629 0 .100 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) (gpm) (fUs) (ft) 4112 59409 59410 8.000 130.000 163.477 -16 5.477 -1.056 0 .000 4113 59410 59411 8.000 130 .000 223 .500 -16 5.477 -1 .056 0.000 4114 59411 59412 8.000 130.000 533 .635 0.000 0 .000 0 .000 4115 59412 59413 12 .000 130.000 197 .971 -310.477 -0 .881 0 .058 4116 59413 59414 12.000 130.000 189.021 -318 .197 -0 .903 0 .057 4117 59414 59385 12 .000 130 .000 187 .079 -318 .197 -0.903 0 .057 4118 59412 59415 12 .000 130 .000 463 .974 0.000 0 .000 0 .000 4119 59415 59416 12.000 130 .000 205 .281 0.000 0.000 0.000 4120 6796 1975 42 .000 120.000 131.406 4448.803 1.030 0.014 4121 59416 6796 12 .000 130 .000 204 .628 0 .000 0.000 0 .006 4122 59372 59421 8.000 130.000 491 .944 310.477 1.982 0.000 4123 59417 59385 12 .000 130.000 292 .550 0 .000 0 .000 0.000 4126 59419 59420 18 .000 130 .000 468 .475 -2399.158 -3 .025 0 .833 4127 59420 1887 18 .000 130 .000 868 .701 -2405.158 -3 .032 1 .552 4128 59421 59409 8 .000 130 .000 384 .941 -165 .477 -1 .056 0 .000 4130 59425 59428 12 .000 130.000 205 .000 -169 .808 -0.482 0 .000 4131 59429 59432 6 .000 130 .000 145 .000 -8.877 -0.101 0.000 4132 59433 59436 8.000 130.000 115.000 -7 .905 -0 .050 0 .000 4133 59437 59440 8 .000 130 .000 300 .000 65.249 0.416 0.000 4134 59441 59444 8.000 130.000 110 .000 -148.592 -0 .948 8.000 4135 59445 59432 6 .000 130 .000 240 .000 -4 .565 -0.052 0 .000 4136 59449 59445 6 .000 130 .000 145 .000 4.045 0 .046 0 .000 4137 59440 59456 8 .000 130 .000 280.000 44.419 0 .284 0 .000 4138 59457 59460 6 .000 130 .000 380 .000 -4 .027 -0.046 0 .000 4139 59461 59464 8 .000 130 .000 180 .000 -34 .285 -0.219 0.000 4140 59465 59444 8.000 130 .000 150 .000 162.147 1.035 0 .000 4141 59444 59473 6 .000 130.000 45 .000 12.445 0 .141 0.000 4142 59473 59476 6 .000 130.000 135.000 6.615 0 .075 0.000 4143 59477 59480 6 .000 130.000 265.000 -14 .775 -0 .168 0.000 4144 59480 59484 6 .000 130 .000 105 .000 -20 .335 -0.231 0.000 4145 59484 59488 6 .000 130 .000 200 .000 -27 .275 -0 .309 0.000 4146 59489 59425 8 .000 130.000 110 .000 -39 .775 -0 .254 0 .000 4147 59343 59496 8 .000 130.000 340 .000 0 .000 0.000 0 .000 4148 59497 59500 6 .000 130.000 90.000 -2.080 -0.024 0 .000 4149 59500 59504 8 .000 130 .000 80 .000 -68 .353 -0.436 0 .000 4150 59500 59508 8 .000 130.000 55.000 64 .053 0.409 0.000 4151 59425 59512 8 .000 130 .000 170 .000 124.473 0.794 0 .000 4152 59433 59516 8 .000 130 .000 150.000 44 .756 0 .286 0.000 4153 59517 59516 8 .000 130 .000 305 .000 -33 .646 -0 .215 0 .000 4154 59521 59517 8 .000 130 .000 190.000 30 .713 0 .196 0.000 4155 59525 59537 8 .000 130 .000 295 .000 24 .359 0 .155 0.000 4156 59508 59433 8 .000 130 .000 165 .000 37 .681 0 .241 0.000 4157 59517 59525 8.000 130.000 140.000 48 .529 0 .310 0.000 4158 59537 59460 8 .000 130 .000 165 .000 15.13.7 0 .097 0 .000 4159 59541 59428 4 .000 130 .000 220 .000 -95 .670 -2.443 8.000 4160 59512 59548 4 .000 130.000 295.000 11 .670 0 .298 0.000 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) Ca om) (fUs) (ft) 4161 59565 59552 6 .000 130 .000 130.0 00 18 .330 0.208 0.000 4162 59553 59552 4 .000 130 .000 200 .000 -10 .000 -0.255 0 .000 4163 59504 59560 6.000 130 .000 90 .000 2 .500 0 .028 0 .000 4164 59561 59564 6.000 130 .000 65 .000 -13 .330 -0.151 0 .000 4165 59565 59512 8 .000 130 .000 40 .000 -107.243 -0 .685 0 .000 4166 59569 59565 8.000 130 .000 190 .000 -83 .353 -0 .532 0 .000 4167 59504 59569 8 .000 130.000 135 .000 -76 .413 -0.488 8.000 4168 59577 59508 6.000 130.000 75 .000 -23.592 -0 .268 0 .000 4169 59488 59489 6 .000 130.000 190 .000 -34.215 -0 .388 0 .000 4170 59561 59588 4 .000 130 .000 151 .000 7 .500 0 .191 0 .000 4171 59436 59461 8 .000 130.000 97 .000 -13.735 -0.088 0 .000 4172 59476 59477 6 .000 130 .000 220 .000 -1 .715 -0 .019 0 .000 4173 59597 59577 6 .000 130.000 140 .000 -21.922 -0 .249 0 .000 4174 59521 59597 6 .000 13 0 .000 2 30 .000 -14 .142 -0 .160 0 .000 4175 59605 59521 8.000 130.000 215 .000 53 .343 0.340 0 .000 4176 59441 59605 8 .000 130 .000 280 .00 0 63 .343 0.404 0 .000 4177 59437 59441 8.000 130.000 70.000 -68 .579 -0.438 0 .000 4178 59456 59457 6 .000 130.000 36 0 .000 14.863 0 .169 0.000 4179 59449 59429 6 .000 130 .000 240 .000 5 .7 91 0 .066 0 .000 4180 59456 59449 6 .000 130 .000 140 .000 18.446 0 .209 0 .000 4181 59429 59537 6 .000 130.000 285 .000 4 .669 0 .053 0 .000 4182 59432 59636 6 .000 130 .000 75.00 0 -19 .272 -0 .219 0 .000 4183 59636 59521 6 .000 130.000 185.000 -24.272 -0.275 0.000 4184 59496 59465 8.000 130 .000 341 .000 162 .147 1 .035 0 .000 4185 59650 59387 12.000 130 .00 0 44 .000 -945 .152 -2 .681 0 .100 4186 59428 59651 12 .000 130 .000 65.0 00 -2 7 0.477 -0 .767 0 .000 4187 59461 59564 8 .000 130.000 57 .000 13.330 0 .085 0 .000 4188 59651 59650 12 .000 130 .000 190.000 0 .000 0 .000 0 .000 4189 59464 59421 8 .000 130 .000 436 .000 -330.955 -2 .112 8 .000 EXHIBIT3B MikeNET Analysis Description: Peak Day without Cottages . !Results -Jundio Junction Elevation ID Description (ft) Grade (ft) 1887 319.629 495 .119 1905 316 .199 492 .157 1975 325 .000 496.554 6796 323 .000 496 .568 36319 300 .000 491.469 59319 312 .000 491 .134 59320 313 .500 491.120 59321 312 .000 491 .171 59322 312 .000 491 .184 59323 312 .000 491 .200 59324 313.750 491 .223 59325 322.000 491 .296 59326 312 .000 491 .186 59327 306.000 491 .208 59328 311.000 491 .223 59329 304.000 491.255 59330 305 .000 491 .325 59331 312.000 491 .369 59332 318.000 491.377 59333 310.000 491 .513 59334 309 .000 491.478 59335 304 .750 491.407 59336 302 .000 491 .726 59342 309 .000 491 .798 59343 312 .750 491 .111 59370 312.000 491 .357 - 59372 326 .000 6917 4184 .000 - 59383 326.000 69174184 .000 - 59384 325.000 69174184 .000 59385 321 .000 490.491 59386 320.000 490 .697 59387 318.000 490 .942 Pressure Demand (psi) (qpm) 76 .040 0.000 76 .243 0.286 74 .334 0 .000 75 .207 0.000 82 .964 0.000 77 .619 0 .000 76 .963 0 .000 77.635 0 .000 77 .640 14 .350 77.647 0 .000 76.899 24.600 73 .356 12.300 77 .641 0 .000 80.251 14.350 78 .090 0 .000 81 .137 36.900 80 .734 0 .000 77 .720 0 .000 75.124 36.900 78 .649 7 .180 79.068 0 .000 80 .879 14 .350 82.208 2.430 79 .207 0 .000 77 .284 0 .000 77.715 0 .000 - 29973316 .000 0.000 - 29973316 .000 0 .000 - 29973314 . 000 0 .000 73.441 0 .000 73 .963 6 .000 74 .936 1.020 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (qpm) 59388 304.000 491 .526 81 .255 0 .000 59389 316 .000 491.994 76 .258 0.940 59405 284 .000 491 .266 89.808 0.000 59406 292 .000 491 .335 86 .372 64.930 59407 298 .000 491 .166 83.699 70.710 -- 59409 328.500 69174184 .000 29973316 .000 > 0 .000 -- 59410 328.000 69174184.000 29973316 .000 0 .000 -- 59411 327.000 69174184 .000 29973316 .000 145.000 59412 327 .000 490.320 70 .766 0 .000 59413 324 .000 490 .377 72 .091 7 .720 59414 320 .000 490.434 73 .849 0 .000 59415 328 .000 496 .568 73 .041 0 .000 59416 327 .000 496.568 73.474 0.000 -- 59417 323 .000 69174184.000 29973314 .000 0.000 59419 317 .914 492 .734 75.749 6.000 59420 321 .000 493 .567 74 .773 6 .000 -- 59421 327 .250 69174184 .000 29973316.000 145 .000 -- 59425 325.700 69174184 .000 29973316.000 5.560 -- 59428 323 .300 69174184 .000 29973314 .000 5.000 -- 59429 339 .200 69174192 .000 29973324 .000 10 .000 -- 59432 336.800 69174192 .000 29973324 .000 5 .830 -- 59433 332.000 69174192 .000 29973322 .000 0 .830 -- 59436 330 .500 69174192 .000 29973320 .000 5.830 -- 59437 326.700 69174192 .000 29973318.000 3.330 -- 59440 332 .200 69174192 .000 29973322.000 20 .830 -- 59441 328.000 69174192.000 29973320.000 16 .670 -- 59444 327 .500 69174184.000 29973316 .000 1.110 -- 59445 336 .200 69174192 .000 29973324 .000 8 .610 -- 59449 339 .200 69174192 .000 29973324 .000 8 .610 -- 59456 340 .000 69174192 .000 29973324 .000 11.110 -- 59457 345.300 6917 4192 .000 29973328 .000 18 .890 Jun cti on Elevation Pressure Dema nd ID Description (ft) G rad e (ft) (ps i) (gpm) -- 59460 34 1.500 6 9174192 .000 29973326 .000 11 .110 -- 59461 33 1.000 6 9174 192 .000 29973320 .000 7.22 0 -- 59464 329 .000 69174192 .000 2997332 0.000 296 .670 --' 59465 322 .500 69 174184 .000 29973314 .000 0 .00 0 -- 59473 33 0.500 69174184 .000 29973318 .000 5.830 -- 59476 33 0.500 69174184.000 29973318 .000 8 .330 -- 59477 326 .500 69174184.000 299 7 3316 .000 13 .06 0 -- 59480 323 .700 69174184 .000 2997 3314 .000 5 .560 -- 594 84 324 .500 691 74184 .000 29973314 .000 6 .940 -- 59488 326.00 0 69174184 .000 29973316 .000 6 .940 -- 59489 325.7 00 69174 184 .000 2997 3316 .000 5 .56 0 -- 59496 318 .00 0 691 74184 .000 2997 3312 .000 148 .33 0 -- 5949 7 328 .800 69174 192 .000 29973320 .000 2 .080 -- 59500 33 0.000 69174 192 .000 29973320 .000 2 .22 0 -- 59504 329 .300 69174192 .000 2997 3320 .000 5 .560 -- 59508 330 .800 69174192 .000 29973320 .000 2 .780 -- 59512 326 .6 00 69174184 .0 00 29973316 .000 5 .560 -- 59516 332 .200 69174192 .000 29973322 .000 11 .110 -- 59517 334 .00 0 69174192 .000 29973322 .000 15 .830 -- 59521 334 .000 69174192 .00 0 2997 3322 .000 12 .50 0 -- 59525 336 .800 69174192 .0 00 29973324 .000 24 .170 -- 59537 339 .00 0 69174192 .000 29973324 .000 13 .89 0 -- 59541 32 0.7 00 69174192 .000 29973316 . 000 95 .67 0 -- 59548 323 .300 69174184.000 29973314 .000 11 .670 -- 59552 329 .2 00 69174 184 .000 299 7 3316.000 8.330 -- 59553 329 .00 0 69174184 .000 29973316 .000 10 .000 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (gpm) -- 59560 330 .000 6917 4192 .000 29973320 .000 2 .500 -- 59561 331.500 69174192 .0 00 29973322.000 5.830 -- 59564 330 .600 69174192 .000 29973320.000 0 .000 --' 59565 327 .000 6917 4184.000 29973316 .000 5 .560 -- 59569 328.000 69174184 .000 29973316 .000 6 .940 -- 59577 33.1.500 69174192.000 29973322 .000 1 .670 -- 59588 328 .900 69174192 .000 29973320 .000 7.500 -- 59597 332 .000 69174192.000 29973322.000 7.780 -- 59605 332 .000 69174192 .000 29973322 .000 10 .000 -- 59636 335 .500 69174192 .000 29973322 .000 5.000 59650 319 .000 490 .842 74.459 0 .000 -- 59651 323.300 69174184 .000 29973314.000 40 .000 Pipe ID 2789 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 4089 4105 4106 4107 4108 EXHIBIT4A MikeNET Analysis Description: Peak Day with Cottages Results -Pi e Node Node Diameter Roughness Length 1 2 (in) (millift) (ft) 1905 59419 18.000 130 .000 325.541 59319 59343 10.000 130.000 380 .697 59321 59320 10 .000 130 .000 127.611 59321 59322 10 .000 130 .000 33 .108 59322 59323 10.000 130 .000 59 .046 59323 59324 10 .000 130 .000 85 .089 59324 59325 10 .000 130.000 215 .351 59322 59326 8 .000 130 .000 23.618 59326 59327 8 .000 130 .000 248 .512 59327 59328 8 .000 130 .000 107.232 59328 59329 8 .000 130 .000 235 .547 59329 59330 8 .000 130 .000 237 .019 59330 59331 8 .000 130.000 149 .304 59325 59332 10 .000 130.000 . 214.501 59332 59333 10 .000 130.000 268 .7 97 59333 59334 8.000 130.000 92.315 59334 59335 8.000 130.000 191.731 59335 59331 8 .000 130.000 130.443 59333 59336 12 .000 130.000 486 .310 59342 1905 18 .000 130.000 697 .964 59336 59342 12 .000 130.000 162 .530 59343 59320 10 .000 130 .000 24 .117 59372 59383 8.000 130.000 41.505 59383 59384 8.000 130 .000 122 .704 59384 59417 8.000 130.000 52.182 59385 59386 12 .000 130.000 191.702 59386 59650 12.000 130.000 132 .302 59387 59370 12 .000 130 .000 181.268 59370 59388 12 .000 130 .000 74.027 59388 59389 12 .000 130 .000 204.664 59389 1905 12.000 130 .000 71.223 59319 59407 10 .000 130 .000 516.818 36319 59342 18.000 130 .000 1300 .570 59405 59406 10 .000 130.000 358 .886 59406 36319 10.000 130 .000 361.483 Flow Velocity Head loss (gpm) (ftls) (ft) -2213.252 -2.790 0.499 28 .267 0 .115 0.003 175.362 0 .716 0 .031 -175.362 -0 .716 0 .008 -148.812 -0 .608 0 .011 -148 .812 -0 .608 0 .015 -173.412 -0 .708 0.052 -40 .900 -0.261 0.001 -40.900 -0.261 0 .012 -55.250 -0 .353 0.009 -55 .250 -0 .353 0 .020 -92 .150 -0 .588 0 .052 -92.150 -0.5 88 0.033 -18 5.712 -0 .759 0 .058 -222.612 -0 .909 0 .103 106 .500 0 .680 0.027 106 .500 0.680 0 .055 92 .150 0 .588 0 .029 -336.292 -0.954 0 .164 -1194 .754 -1.5 06 0 .341 -338.722 -0 .961 0.055 -175 .362 -0 .716 0 .006 -195 .557 -1 .248 0.000 -195.557 -1 .248 0.000 -195.557 -1 .248 0 .000 -398 .833 -1 .131 0 .089 -404 .833 -1.148 0 .063 -775 .692 -2.200 0 .287 -775 .692 -2 .200 0 .117 -775 .692 -2 .200 0 .324 -776 .632 -2 .203 0 .113 -28.267 -0.115 0.004 -856 .032 -1 .079 0 .3 43 -98.977 -0.404 0 .030 -163 .907 -0 .670 0 .078 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) (crnm) (ft/s) (ft) 4109 59407 59405 10 .000 130.000 519 .577 -98 .977 -0.404 0 .044 4112 59409 59410 8 .000 130 .000 163.477 -50 .557 -0 .32 3 0.000 4113 59410 59411 8.000 130 .000 223 .500 -50 .557 -0 .32 3 0.000 4114 5941 1 59412 8.000 130 .,000 533 .635 0 .000 0.000 0.000 4115 59412 59413 12 .000 130 .000 197 .971 -195 .557 -0 .555 0 .024 4116 59413 59414 12 .000 130 .000 189 .021 -203 .277 -0 .577 0 .025 4117 59414 59 385 12 .000 130 .000 187 .079 -20 3.277 -0 .577 0 .025 4118 59412 59415 12 .000 130.000 463 .974 0.000 0 .000 0.000 4119 59415 59416 12 .000 130.000 205 .281 0.000 0.000 0.000 4120 6796 1975 42 .000 120 .000 131.406 4296.404 0.995 0 .013 4121 59416 6796 12 .000 130 .000 204 .628 0 .000 0 .000 0 .000 4122 59372 59421 8 .000 130.000 491 .944 195.557 1 .24 8 0.000 4123 59417 59385 12 .000 130 .000 292.55 0 0.000 0.000 0.000 4126 59419 59420 18 .000 130 .000 46 8.475 -2219 .253 -2 .798 0.72 1 4127 59420 1887 18 .000 130 .00 0 86 8.7 01 -2225.253 -2 .8 06 1.344 4128 59421 59409 8 .000 130.000 384 .941 -50 .557 -0.32 3 0 .000 4130 59425 5942 8 12 .000 130 .000 205.000 -358 :169 -1.016 0 .07 8 4131 59429 59432 6 .000 130 .000 145 .000 -16 .209 -0 .184 0 .005 4132 59433 59436 8 .000 130 .000 115 .000 221 .937 1 .41 7 0 .129 4133 59437 59440 8 .000 130 .000 300 .000 101 .214 0 .646 0 .079 4134 59441 59444 8 .000 130 .000 110 .000 -238 .002 -1 .519 0 .141 4135 59445 59432 6 .000 130 .000 240.000 3 .943 0 .045 0 .001 4136 59449 59445 6 .000 130 .000 145 .000 12.553 0 .142 0 .003 4137 59440 59456 8 .000 130 .000 2 80 .000 80 .384 0 .513 0.048 4138 59457 594 60 6 .000 130 .000 380 .000 12 .551 0.142 0 .008 4139 59461 59464 8 .000 130 .000 180 .000 0 000 0 .000 0 .000 4140 59465 59444 8 .000 130 .000 150 .000 203.628 1 .300 0 .144 4141 59444 594 73 6 .000 130.000 45 .000 -35.484 -0 .4 03 0 .007 4142 594 7 3 59 4 76 6 .000 130.000 135 .000 -41 .314 -0.469 0 .027 4143 59477 594 80 6 .000 130 .000 265 .000 -62 .704 -0.7 12 0.116 4144 59480 594 84 6 .000 130.000 105 .000 -68.264 -0 .77 5 0.0 54 4145 59484 59 4 88 6 .000 130 .000 200 .000 -75 .204 -0 .85 3 0 .12 3 4146 59489 59425 8.000 130.000 110.000 -87 .704 -0 .560 0 .022 4147 59343 59496 8 .000 130 .000 340 .000 203 .628 1.300 0 .3 26 4148 59497 59500 6.000 130.000 90 .000 -2 .080 -0.024 0 .000 4149 59500 59504 8 .000 130 .000 80 .000 -208 .785 -1 .333 0 .08 0 4150 59500 59508 8 .000 130 .000 55 .000 204.485 1.305 0 .05 3 4151 59425 59512 8 .000 130 .000 170 .000 264 .905 1.691 0 .265 4152 59433 59516 8 .000 130 .000 150 .000 -50 .198 0 .320 0 .011 4153 59517 59516 8.000 130 .000 305.000 61 .308 0 .391 0.032 4154 59521 59517 8 .000 130 .000 190 .000 90 .878 0.580 0.041 4155 59525 5953 7 8 .000 130 .000 295 .000 -10.431 -0 .067 0 .001 4156 59508 59433 8 .000 130 .000 165 .000 172.568 1 .101 0.116 4157 59517 59525 8.000 130.000 140 .000 13 .739 0.088 0 .001 4158 59537 59460 8 .000 130 .000 165 .000 -1.441 -0 .009 0 .000 4159 59541 59428 4 .000 130 .000 220 .000 -6 .670 -0 .170 0 .011 Pipe Node Node Diameter Rou ghn ess Le ngt h Flow Velocity Head loss ID 1 2 (i n) (mill ift ) (ft) (gpm) (fUs) (ft) 4160 59512 59548 4.000 130.000 295.000 11 .67 0 0.298 0.042 4161 59565 59552 6 .000 130 .000 130.000 18 .330 0 .208 0.006 4162 59553 59552 4 .000 130 .000 200 .000 -10 .00 0 -0.255 0 .021 4163 595 04 59560 6.000 130.000 90.000 2 .50 0 0.028 0.000 4164 59561 59564 6.000 130 .000 65 .000 -13.330 -0.151 0 .002 4165 59565 59512 8.000 130 .000 40 .0 00 -247 .675 -1 .581 . 0 .055 4166 59569 59565 8.000 130 .000 190.000 -223 .785 -1.4 28 0 .217 4167 595 04 59569 8 .000 130 .000 135 .000 -216.845 -1.384 0.145 4168 59577 59508 6 .000 130.000 75.000 -29 .136 -0.331 0.008 4169 59488 59489 6 .000 130 .000 190.000 -82 .144 -0 .932 0.138 4170 59561 59588 4 .000 130 .000 151.000 7.5 00 0 .191 0.009 4171 59436 59461 8.000 130 .000 97 .000 216 .107 1.379 0 .104 4172 59476 59477 6 .000 130 .000 220 .000 -49 .644 -0.563 0.063 4173 59597 59577 6 .000 130 .000 140 .000 -2 7.466 -0 .312 0 .013 4174 59521 59597 6.000 130.000 23 0 .000 -1 9.686 -0.223 0.012 4175 59605 59521 8.000 130.000 215 .000 106.788 0 .682 0.062 4176 59441 59605 8.000 130.000 280 .000 116.788 0 .745 0 .096 4177 59437 59441 8.000 130 .000 70.000 -104.544 -0.667 0 .020 4178 59456 59457 6.000 130.000 36 0.000 3 1.441 0.357 0.044 4179 59449 59429 6 .000 130.000 240 .000 16 .670 0 .189 0.009 4180 59456 59449 6 .000 130 .000 140 .000 37 .833 0.429 0 .024 418 1 59429 59537 6.000 130 .000 285 .000 22.879 0.260 0.019 4182 59432 59636 6 .000 130 .000 75 .000 -18.097 -0.2 05 0 .003 4183 59636 59521 6 .000 130 .000 185 .000 -23 .097 -0.262 0 .013 4184 59496 59465 8 .000 130 .000 34 1.000 203 .628 1 .300 0 .327 4185 59650 59387 12.000 130.000 44.000 -774 .672 -2 .198 0 .069 4186 59428 59651 12 .000 130 .000 65 .000 -369.839 -1.049 0.026 4187 59461 59564 8 .000 130 .000 57.000 13 .33 0 0.085 0 .000 4188 59651 59650 12.000 130.000 190 .000 -369 .839 -1.049 0.076 4189 59464 59421 8.000 130.000 436 .000 -10 1.113 -0.645 0 .000 EXHIBIT4B MikeNET Analysis Description: Peak Day with Cottages. Junction Elevation ID Description (ft) Grade (ft) 1887 319.629 495.932 1905 316.199 493 .369 1975 325 .000 497.278 6796 323 .000 497.291 36319 300 .000 492 .684 59319 312 .000 492.527 59320 313.500 492 .530 59321 312.000 492.561 59322 312.000 492 .569 59323 312 .000 492 .580 59324 313 .750 492 .595 59325 322 .000 492 .647 59326 312 .000 492 .571 59327 306 .000 492 .583 59328 311 .000 492 .592 59329 304 .000 492 .612 59330 305 .000 492 .664 59331 312 .000 492.697 59332 318.000 492 .706 59333 310 .000 492 .808 59334 309.000 492 .781 59335 304.750 492 .726 59336 302 .000 492 .972 59342 309.000 493 .027 59343 312 .750 492 .524 59370 312 .000 492 .814 - 59372 326 .000 43569736 .000 - 59383 r-t' 326 .000 43569736 .000 -~ - 59384 325 .000 43569736 .000 59385 321 .000 492 .306 59386 320 .000 492.395 59387 318 .000 492 .527 59388 304 .000 492.932 Pressure Demand (psi) (crnm) 76 .392 0.000 76 .768 0 .286 74 .648 0 .000 75 .520 0.000 83.490 0 .000 78.222 0.000 77 .574 0.000 78.237 0.000 78 .241 14 .350 78 .245 0.000 77.494 24 .600 73.941 12.300 78 .241 0.000 80 .846 14 .350 78.684 0.000 81.726 36 .900 81 .315 0.000 78 .296 0 .000 75 .700 36 .900 7 9 .211 7 .180 79 .632 0 .000 81.450 14 .350 82 .748 2.430 79 .739 0.000 77 .896 0 .000 78 .347 0 .000 - 18878908 .000 0 .000 -. 18878908 .000 0.000 - 18878908 .000 0.000 74 .227 0 .000 74 .699 6 .000 75 .623 1.020 81.864 0.000 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (gpm) 59389 316.000 493.256 76 .805 0 .940 59405 284.000 492.576 90.376 0 .000 59406 292 .000 492 .606 86 .923 64 .930 59407 298.000 492.532 84 .291 70 .710 -- 59409 328 .500 43569736.000 18878908.000 0.000 ) -- 59410 328 .000 43569736 .000 18878908.000 0.000 -- 59411 327 .000 4356ITT36 .ooo 18878908 .000 145.000 59412 327 .000 492 .232 71 .595 0.000 59413 324 .000 492 .257 72 .906 7 .720 59414 320.000 492.282 74 .650 0.000 59415 328 .000 497 .291 73.354 0 .000 59416 327 .000 497 .291 73 .787 0.000 -- 59417 323 .000 43569736 .000 18878906.000 0 .00 0 59419 317.914 493 .867 76 .241 6 .000 59420 321 .000 494 .588 75.2 16 6 .000 -- 59421 327 .250 43569 736.000 18878908.000 145.000 59425 325 .700 492 .278 72 .178 5 .560 59428 323 .300 492 .355 73.252 5.000 59429 339 .200 491.407 65 .951 10 .000 59432 336 .800 491.412 66 .994 5 .830 59433 332 .000 491.345 69 .044 0 .830 59436 330 .500 491 .216 69 .638 5.830 59437 326.700 491.567 71.437 3 .330 59440 332 .200 491.488 69 .0 20 20.83 0 59441 328 .000 491.587 70 .882 16 .670 59444 327 .500 491.727 7 1.160 1.110 59445 336.200 491.413 67.254 8 .610 59449 339 .200 491.416 65.955 8 .610 59456 340.000 491.440 65 .619 11.110 59457 345 .300 491 .396 63.304 18 .890 59460 341 .500 491.388 64 .946 11 .110 59461 331.000 491 .112 69 .377 7.22 0 -- 59464 329 .000 43569736.000 18878910 .000 296.670 59465 322 .500 491 .871 73 .389 0 .000 59473 330 .500 491 .734 69 .863 5.830 59476 330 .500 491.762 69.875 8 .330 59477 326.500 491 .824 71 .635 13.060 59480 323 .700 491 .941 72 .899 5.560 59484 324 .500 491 .995 72.576 6 .940 59488 326 .000 492 .118 71 .979 6 .940 59489 325 .700 492 .256 72 .169 5.560 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (cmm) 59496 318 .000 492 .198 75.480 0.000 5949 7 328 .800 491.515 70.504 2 .080 59500 330 .000 491.515 69 .984 2 .220 59504 329 .300 491 .595 70 .322 5.560 59508 330.800 491.462 69 .615 2.780 5951 2 326 .600 492 .012 71.673 5 .560 59516 332 .200 491 .356 68 .962 11.110 5951 7 334 .000 491 .388 68 .196 15.830 5952 1 334 .000 491.429 68.214 12 .500 59525 336.800 491 .387 66 .982 24 .170 59537 339 .000 491 .388 66 .030 13 .890 59541 320 .700 492 .344 74 .374 6.670 5954 8 323.300 491 .971 73 .085 11 .670 59552 329.200 491 .952 70 .520 8.330 59553 329 .000 491 .930 70 .598 10 .000 59560 330.000 491 .595 70 .019 2 .500 59561 331.500 491 .110 69 .159 5.830 59564 330.600 491 .112 69 .550 0.000 59565 327.000 491 .957 71.476 5.560 59569 328.000 491 .740 70.949 6.940 595 77 331.500 491.454 69 .308 1.670 59588 328.900 491 .101 70.282 7.500 59597 332 .000 491.440 69 .085 7 .780 59605 332 .000 491.491 69 .107 10 .000 59636 335 .500 491.416 67 .558 5 .000 59650 319.000 492.458 75 .159 0.000 59651 323 .300 492 .381 73 .263 0 .000 Pipe ID 3 14 2789 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 EXHIBIT SA MikeNET Analysis Description: Peak Day with Cottages & F ireflow @ Node 59517. Results -Pipe- Node Node Diameter Roughness Flow 1 2 (in) (millift) Length (ft) (gpm) 210 6796 42 12 0 143.51889 5117 .8833 - 1905 59419 18 130 325.5~062 3175.63354 59319 59343 10 130 380.69748 295.36191 59321 59320 10 130 127.61121 507 .21835 59321 59322 10 130 33 . 10825 -507 .21835 59322 59323 10 130 59 .04563 -381.37766 59323 59324 10 130 85 .08885 -381 .37766 59324 59325 10 130 215 .35074 -405.97766 59322 59326 8 130 23 .61825 -140.19067 59326 59327 8 130 248.51169 -140.19067 59327 59328 8 130 107.2319 -154.54068 59328 59329 8 130 235 .54736 -15 4 .54068 59329 59330 8 13 0 237.01901 -191.44066 59330 59331 8 130 149.3 0357 -191 .44066 59325 59332 10 130 214.5007 -418.27765 59332 59333 10 13 0 268.79718 -455. 17 77 59333 59334 8 13 0 92.31471 205 .79066 59334 59335 8 130 191.73111 205 .79066 59335 59331 8 130 130.44305 191 .44066 59333 59336 12 13 0 486 .3 1024 -668.14838 - 59342 1905 18 130 697 .96436 1413 .85229 59336 59342 12 130 162.53046 -670.57831 59343 59320 10 130 24.117 16 -507.21835 59372 59383 8 130 41.50546 -195.5 56 7 59383 59384 8 13 0 122.70409 -195.5 56 7 59384 59417 8 13 0 52 .18157 -19 5.55672 59385 59386 12 130 191 .70229 -398.8334 59386 59650 12 13 0 132.30157 -404 .83337 - 59387 59370 12 130 181.26825 1676 .73975 - 59370 59388 12 130 74.0274 7 1676.73975 - 59388 59389 12 130 204 .66394 1676.73975 Velocity Head loss (fUs) (ft) 1.185 17 0.01944 -4.0 0383 0 .97312 1.20655 0.2 4505 2.07198 0.22363 -2 .0 7198 0.05801 -1.55792 0 .061 -1.55792 0.08795 -1.65841 0.24985 -0 .89481 0.01132 -0.89 481 0 .11932 -0 .9864 0 .06168 -0 .9864 0 . 13547 -1.22192 0.20267 -1.22192 0. 12766 -1.70866 0.263 -1.85939 0.385 46 1.31352 0 .09025 1 .31352 0 .18741 1 .22 192 0 .11151 -1.8954 0.58411 -1.78258 0.46619 -1.90229 0 . 1965 -2 .07198 0.04226 -1 .2482 0 -1 .2482 0 -1.2 482 0 -1.131 41 0 .08856 -1.14843 0 .06284 -4.75656 1.19658 -4.75656 0.48866 -4.75656 1.35101 Pipe Node Node Diameter Roughness Flow Velocity Head loss ID 1 2 (in) (millift) LenQth (ft) la om) (ft/s) (ft) - 4089 59389 1905 12 130 71 .22334 1677 .67981 -4 .75923 0.47063 4105 59319 59407 10 130 516 .8183 -295.36191 -1 .20655 0 .3327 4106 36319 59342 18 130 1300 .56995 -743 .27393 -0 .93712 0 .26404 4107 59405 59406 10 130 358.88565 -366 .0719 -1.4954 0 .34378 4108 59406 36319 10 130 36 1 .48291 -431 .00189 -1 .7 6063 0.46851 4109 5940 7 59405 10 . 130 519.57666 -366 .07 19 -1.4954 0.49771 4112 59409 59410 8 130 163.47687 -50.55668 -0 .32269 0 4113 59410 59411 8 130 223 .49985 -50 .55672 -0 .32269 0 4114 59411 59412 8 130 533.63501 0 0 0 4115 59412 59413 12 130 197 .9713 -195 .55667 -0 .55475 0.02441 4116 59413 594 14 12 130 189 .02101 -203 .27667 -0 .57665 0.02509 411 7 59414 593 85 12 130 187 .0 7 936 -203 .27667 -0 .57665 0.02478 4118 59412 59 41 5 12 130 4 63.97351 0 0 0 4119 59415 594 16 12 130 20 5 .2814 0 .00005 0 0 4120 6 796 197 5 42 120 131 .40602 511 7 .88281 1.18517 0 .01779 4121 59416 67 96 12 130 204 .62764 -0.00042 0 0 4122 59372 59421 8 130 491 .94421 195.55667 1 .24819 0 4123 59417 59385 12 130 29 2.55038 0 0 0 - 4126 59419 59420 18 130 468.47543 3181 .63354 -4.01139 1.40526 - 4127 59420 1887 18 130 86 8.7 0129 318 7.63354 -4 .0 1896 2 .6149 4128 59421 59409 8 130 38 4 .9408 -50 .55668 -0 .32 269 0 - 4130 59425 594 28 12 130 205 1259 .21643 -3.572 13 0 .79623 4131 59429 594 32 6 130 145 -77.19012 -0.87 589 0.09363 4132 59433 59436 8 130 115 221.9 3665 1.41657 0 .12927 4133 59437 59440 8 130 300 427 .18576 2 .72663 1 .13416 4134 59441 59444 8 130 110 -1030 .646 -6 .57839 2 .12479 4135 59445 59432 6 130 240 7 9 .65045 0 .90381 0.16422 4136 59449 59445 6 130 145 88 .26045 1.00151 0 .12 413 7 59440 59456 8 130 280 406 .35577 2 .59368 0 .96494 4138 59457 59460 6 130 380 154.58057 1 .7 5405 0.88779 4139 59461 59464 8 130 180 0 0 0 4140 59465 59444 8 130 150 802 .58026 5 .12269 1 .82327 4141 59444 594 7 3 6 130 45 -229.1 7 575 -2 .60049 0 .2 1802 4142 59473 59476 6 130 135 -235.00577 -2 .66665 0.68515 4143 59477 59480 6 130 265 -256 .39575 -2.90936 1.58041 4144 59480 59484 6 130 105 -261.95575 -2 .97245 0.65158 4145 59484 59488 6 130 200 -268 .89575 -3.0512 1.3027 4146 59489 59425 8 130 110 -281 .39575 -1 .79609 0 .19193 4147 59343 59496 8 130 340 802 .58026 5 .12269 4 .13272 4148 59497 59500 6 130 90 -2.08 -0.0236 0 .00009 4149 59500 59504 8 130 80 -916 .14063 -5.84 7 52 1.24246 4150 59500 59508 8 130 55 911 .8407 5.82 008 0.8468 4151 59425 59512 8 130 170 972 .26068 6 .20572 2 .9476 Pipe Node Node Diameter Roughness Flow Velocity Head loss ID 1 2 (in) (millift) Len gth (ft) (gpm) (fUs) (ft) 4152 59433 59516 8 130 150 482.49237 3.07964 0 .71048 4153 59517 59516 8 130 305 -471 .38239 -3.00873 1.38367 4154 59521 595 17 8 130 190 746 .9422 4 .7 6757 2 .021 73 4155 59525 595 37 8 130 295 -321 .67545 -2 .05318 0 .65948 4156 59508 59433 8 130 165 705 .25903 4 .50151 1 .57 861 4 157 59517 595 2 5 8 130 . 140 -297 .50543 -1 .8 9891 0.2708 1 4158 59537 59460 8 130 165 -143.47055 -0 .91574 0.08 27 4159 59541 594 28 4 130 220 -6 .67 -0 .17029 0 .01096 4160 59512 5954 8 4 130 295 11 .67 0 .29795 0 .04 147 4161 59565 59552 6 130 130 18 .33 0 .20799 0 .00586 4162 59553 59552 4 130 200 -10 -0.25531 0 .02 112 41 6 3 59504 595 6 0 6 130 90 2 .5 0 .02837 0.0000 9 4164 59561 595 64 6 130 65 -13 .33 -0.15126 0.00 162 4165 59565 595 12 8 130 40 -955 .03064 -6 .09575 0 .6709 6 4166 59569 59 565 8 130 190 -931.14075 -5 .94327 3.0409 9 41 67 59504 595 69 8 130 135 -924 .20068 -5.89897 2 .13098 4168 59577 59508 6 130 75 -20 3.80164 -2 .3 1257 0 .292 39 4169 59488 59489 6 130 190 -275 .83575 -3.12995 1.29736 4 17 0 59561 59588 4 130 151 7.5 0 .19148 0 .0093 7 4 171 59436 59461 8 130 97 216 .10666 1 .37936 0 .103 82 4 172 59476 59477 6 130 220 -243 .33574 -2 .76117 1.19098 4 17 3 59597 595 77 6 130 140 -202 .13164 -2 .2 9362 0 .53 7 51 4 174 59521 5959 7 6 130 230 -194 .35165 -2 .20534 0 .82 11 4 417 5 59605 595 21 8 130 215 57 3.46021 3.66027 1.40228 4 176 59441 59605 8 130 280 583.46021 3.7241 1 .88562 4 177 59437 5 944 1 8 130 70 -4 30 .51578 -2 .7 4789 0.26 846 4 17 8 59456 5945 7 6 130 360 173 .47057 1.9684 1.041 29 4179 59449 59429 6 130 240 124 .90476 1 .41731 0 .3778 4 4180 59456 594 49 6 130 140 221 .77521 2 .51652 0 .63821 4181 59429 5953 7 6 130 285 192 .09488 2 .17973 0 .9957 3 4182 59432 59636 6 130 75 -3.36967 -0.03824 0 .000 12 4183 59636 595 21 6 130 185 -8.36967 -0.09497 0.00195 4184 59496 5946 5 8 130 341 802 .58026 5 .12269 4 .144 9 - 4185 59650 59 387 12 130 44 167 5.71985 -4 .7 5367 0 .29 0 1 - 4186 59428 59651 12 130 65 127 0.88635 -3.60524 0 .25684 4187 59461 59564 8 130 57 13.3 3 0 .08508 0.00034 - 4188 59651 59650 12 130 190 1270 .88635 -3 .60524 0 .750 7 4189 59464 594 2 1 8 130 436 -101 .11335 -0 .64538 0 EXHIBIT SB MikeNET Analysis -Description: Peak Day with Cottages & Fireflow @ Node 59517. Results -Junction · Junction Elevation Pressure ID Description (ft) Grade (ft) (psi) 1887 319 .629 491.41333 74.43415 1905 316 .19901 486.42004 73 .75677 19 75 325 493.27396 72 .91311 67 96 323 493.291 7 5 73.7 8741 363 19 300 485 .68982 80.4594 59319 312 484 .04712 74 .54802 59320 313 .5 483 .84433 73 .8102 59321 312 484.06796 74 .55704 59322 312 484 .12598 74 .58218 59323 312 484 .18698 74.60862 59324 313 .75 484 .2749 3 73 .88845 59325 322 484.524 7 8 70.42 199 5932 6 312 484 .1373 74 .58709 5932 7 306 484.25662 77 .23859 59328 311 484 .318 3 75 .09882 59329 304 484.453 77 78.19062 59330 305 484.65643 77 .84513 59331 312 484 .78409 74.86735 59332 318 484 .78778 72.26914 59333 310 485 .17325 75.90257 59334 309 485 .08301 76.29677 593 35 304.75 484 .8956 78 .05709 59336 302 485 .75735 79 .62206 59342 309 485 .95386 76 .6741 5934 3 312 .75 483 .80206 74 .11686 593 70 312 484 .10977 74 .57516 59372 326 -43569752 -18878914 5938 3 326 -43569752 -18878914 59384 325 -43569752 -18878914 59385 321 482.47168 69.96568 59386 320 482 .56024 70.43736 59387 318 482 .91318 71.45688 59388 304 484.59845 78.25331 59389 316 485 .94943 73 .63909 59405 284 484.87753 87 .04024 59406 292 485.22131 83 .72279 Demand (~!Pm) 0 0.286 0 0 0 0 0 0 14.35 0 24.6 12 .3 0 14 .35 0 36 .9 0 0 36 .9 7 .18 0 14.35 2.43 0 0 0 0 0 0 0 6 1 .02 0 0 .94 0 64 .93 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) Ccrnm) 59407 298 484 .37982 80.75838 70 .71001 59409 328 .5 -43 569752 -188789 16 0 59410 328 -435697 52 -18878 916 0 59411 327 -43569752 -188789 16 145 59412 327 482.3974 67 .33369 0 59413 324 482.42181 68 .64417 7.72 59414 320 482.4469 70 .38824 0 59415 328 493.29175 71 .62091 0 59416 327 493.29175 72 .05421 0 59417 323 -43569752 -18878914 0 59419 317 .914 487.39316 73.43532 6 59420 321 488 .79843 72 .707 06 6 59421 327.25 -43569752 -188789 16 145 59425 325 .70001 480.81931 67.2132 5 .56 59428 323 .29999 481 .61554 68 .59812 5 59429 339 .20001 468 .19278 55 .89257 10 59432 336 .79999 468.2864 1 56 .97306 5 .83 59433 332 468 .3609 59.08518 0 .83 59436 33 0.5 468 .23163 59.67912 5.83 59437 326 .7 0001 471 .30792 62 .65861 3.33 59440 332 .20001 470 .17377 59 .784 03 20 .83 59441 328 471 .57639 62.21165 16.67 59444 327 .5 473.70117 63 .34897 1 .11 59445 336 .20001 468.45062 57 .3042 8 .61 59449 339 .20001 468.57062 56 .05629 8 .61 59456 340 469.20883 55 .98619 11 .11 59457 345 .29999 468.16754 53 .23851 18.89 59460 341 .5 467.27975 54 .50037 11.11 59461 331 468.12781 59.41748 7.22 -59454 329 -43569752 -18878916 296 .66998 59465 322.5 475.52444 66 .30549 0 59473 330 .5 473 .91919 62 .14354 5 .83 59476 330.5 474 .60434 62.44041 8.33 59477 326 .5 475 .79532 64 .68966 13 .06 59480 323 .70 001 477.37573 66 .58769 5 .56 59484 324 .5 478 .02731 66 .52338 6.94 59488 326 479.33002 66.4379 6.94 59489 325 .70001 480.62738 67 .13004 5.56 59496 318 479 .66934 70 .05132 0 59497 328 .79999 470 .7862 2 61 .52263 2 .08 59500 330 470.78632 61.00271 2 .22 59504 329.29999 472.02878 61 .84438 5.56 59508 330 .79999 469 .93951 60.28915 2 .78 59512 326 .60001 477.8717 65.546 03 5 .56 59516 332 .20001 467 .65042 58.69067 11 .11 59517 334 466 .26675 57 .31118 1515 .82996 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (gpm) 59521 334 468 .28848 58 .1872 12 .5 59525 336 .79999 466 .5375 7 56.21529 24.17 59537 339 467 .19705 55.54778 13.89 5954 1 320 .70001 481 .6045 8 69.71996 6 .67 5954 8 323.29999 477 .83023 66 .95795 11.67 59552 329.20001 477 .19489 64 .12618 8 .33 59553 329 477 .17377 64.20369 10 59560 330 472.02869 61 .54103 2.5 59561 331.5 468.12585 59.19998 5.83 59564 330 .60001 468 .12747 59 .59065 0 59565 327 477.20074 65 .08199 5 .56 59569 328 474.15976 63 .33102 6.94 59577 331 .5 469.64713 59.85915 1.67 595 88 328 .89999 468.11649 60.3225 7.5 5959 7 332 469 .10962 59.4096 7 .78 59605 332 469.69077 59 .66141 10 59636 335 .5 468.28653 57 .5364 5 59650 319 482 .62308 70 .89788 0 59651 323.29999 481 .87238 68 .70941 0 Pipe ID 314 2789 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 4089 4105 4106 4107 EXHIBIT6A MikeNET Analysis Description: Peak Day with Cottages & Fireflow @ Node 59512. Results -Pipe Node Node Diameter Roughness Length Flow 1 2 (in) (millift) (ft) (gprn) 210 6 796 42 .00 0 120 .000 143.519 5120 .078 1905 59 4 19 18 .00 0 130 .000 325 .541 -3182 .301 59319 59 343 10 .00 0 130 .000 380 .69 7 221 .678 59321 59 320 10 .00 0 130 .000 127 .611 392 .810 59321 59 322 10 .00 0 130 .000 33.108 -3 92 .810 59322 59 323 10 .00 0 130 .000 59 .046 -301 .026 59323 59324 10 .00 0 130 .000 85 .089 -301 .026 59324 59 325 10 .00 0 130 .000 215 .351 -325 .626 59322 59326 8.00 0 130 .000 23 .618 -106.134 59326 59327 8.QOO 130 .00 0 248 .512 -106 .134 59327 59328 8 .000 130 .000 107.232 -120.484 59328 59329 8 .000 130 .000 235 .547 -1 20.484 59329 59 3 30 8.00 0 130 .000 237 .019 -1 57 .384 59330 59331 8.000 130 .000 149.304 -1 57 .384 59325 59332 10 .00 0 130 .000 214 .501 -337 .926 59332 59 3 33 10 .000 130 .000 268 .797 -374 .826 59333 59334 8 .000 130 .000 92 .315 171 .734 59334 59335 8.000 130 .000 191.731 171 .734 59335 59331 8 .000 130.000 130.443 157 .384 59333 59336 12 .000 130 .000 486 .310 -553 .740 59342 1905 18 .000 130 .000 697.964 -1 255 .666 59336 593 42 12 .000 130 .000 162 .530 -556 .170 59343 59320 10 .000 130.000 24 .117 -392 .810 59372 59383 8.000 130 .000 41 .505 -195.557 59383 59384 8.000 130 .000 122.704 -195.557 59384 59417 8.0 00 130 .000 52 .182 -195.557 59385 59386 12 .000 130.000 191 .702 -398 .833 59386 59650 12 .000 130 .000 132 .302 -404 .833 59387 59370 12 .000 130.000 181 .268 -1864.833 59370 59388 12 .000 130.000 74 .027 -1864 .833 59388 59389 12 .000 130 .000 204.664 -1864.833 59389 1905 12 .000 130 .000 71 .223 -1865 .773 59319 59407 10.000 130 .000 516 .818 -221.678 36319 59342 18 .000 130 .000 1300.570 -699.496 59405 59406 10.000 130.000 358 .886 -292 .388 Velocity Head loss (fUs) (ft) 1 .186 0 .0 19 -4 .012 0 .977 0 .906 0.144 1.605 0 .139 -1.605 0 .036 -1 .230 0 .039 -1.230 0 .057 -1 .330 0 .166 -0 .677 0 .007 -0 .677 0 .071 -0.769 0 .039 -0.769 0 .085 -1 .005 0.141 -1.005 0 .089 -1 .380 0 .177 -1.531 0.269 1.096 0.065 1.096 0.134 1.005 0 .078 -1 .571 0.413 -1 .583 0 .37 4 -1.578 0 .139 -1 .605 0 .02 6 -1 .248 0.000 -1.248 0.000 -1 .248 0 .000 -1.131 0 .089 -1 .148 0.063 -5.290 1.457 -5.290 0.595 -5.290 1.645 -5.293 0.57 3 -0 .906 0.196 -0.882 0.236 -1.194 0.227 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) (gpm) (ft/s) (ft) 4108 59406 36319 10 .000 130.000 361.483 -357.318 -1.460 0 .331 4109 59407 59405 10 .000 130 .000 519 .577 -292 .388 -1 .194 0 .328 4112 59409 59410 8 .000 130 .000 163.477 -50 .557 -0 .323 0 .000 4113 59410 59411 8 .000 130 .000 223 .500 -50 .557 -0 .323 0 .000 4114 59411 59412 8 .000 130.000 533 .635 0 .000 0.000 0 .000 4115 59412 59413 12 .000 130.000 197 .971 -195 .557 -0.555 0.024 4116 59413 59414 12 .000 130 .000 189 .021 -203 .277 -0 .577 0 .025 4117 59414 59385 12 .000 130 .000 187 .079 -203.277 -0 .577 0 .025 4118 59412 59415 12.000 130 .000 463 .974 0.000 0 .000 0 .000 4119 59415 59416 12.000 130.000 205 .281 0.000 0.000 0.000 4120 -6796 1975 42 .000 120.000 131.406 5120 .078 1 .186 0.018 4121 59416 6796 12.000 130 .000 204 .628 0 .000 0 .000 0.000 4122 59372 59 4 2 1 8.000 130.000 491 .944 195 .557 1 .248 0 .000 4123 59417 59 385 12 .000 130 .000 292 .550 0.000 0.000 0 .000 4126 59419 59420 18 .000 130 .000 468.475 -3188 .301 -4.020 1.411 4127 59420 1887 18 .000 130 .000 868 .701 -3194 .301 -4 .027 2 .625 4128 59421 59409 8.000 130 .000 384.941 -50 .557 -0 .323 0 .000 4130 59425 5942 8 12 .000 130 .000 205.000 -1447 .309 -4 .106 1 .030 4131 59429 594 32 6 .000 130.000 145 .000 -3 .669 -0.042 0 .000 4132 59433 594 36 8.000 130.000 115 .000 221 .937 1.417 0 .129 4f33 59437 594 4 0 8 .000 130.000 300 .000 272 .319 1.738 0.493 4134 59441 594 44 8.000 130.000 110 .000 -675.814 -4 .314 0 .972 4135 59445 594 32 6 .000 130.000 240 .000 54.403 0 .617 0 .081 4136 59449 59445 6 .000 130.000 145 .000 63.013 0 .715 0 .064 4137 59440 59456 8 .000 130 .000 280 .000 251.489 1.605 0.397 4138 59457 59460 6 .000 130.000 380.000 75.207 0 .853 0 .234 4139 59461 594 6 4 8 .000 130 .000 180.000 0 .000 0 .000 0.000 4140 59465 59444 8 .000 130 .000 150 .000 614.487 3 .922 1.112 4141 59444 5947 3 6 .000 130 .000 45 .000 -62.437 -0 .708 0 .020 4142 59473 59476 6 .000 130 .000 135.000 -68.267 -0.775 0 .069 4143 59477 59480 6 .000 130 .000 265 .000 -89 .657 -1 .017 0 .226 4144 59480 59484 6 .000 130 .000 105 .000 -95.217 -1.080 0 .100 4145 59484 59488 6 .000 130 .000 200 .000 -102.157 -1 .159 0 .217 4146 59489 59425 8 .000 130 .000 110 .000 -114 .657 -0.732 0 .036 4147 59343 594 96 8.000 130.000 340 .000 614.487 3 .922 2 .520 4148 59497 59500 6 .000 130 .000 90 .000 -2 .080 -0.024 0 .000 4149 59500 59 504 8.000 130.000 80.000 229 .027 1.462 0.095 4150 59500 59508 8.000 130 .000 55 .000 -233 .327 -1.489 0 .068 4151 59425 59512 8 .000 130.000 170 .000 1327 .093 8.471 5.245 4152 59433 59516 8 .000 130 .000 150 .000 -298.566 1.906 0 .292 4153 59517 59516 8.000 130 .000 305 .000 309 .676 1 .977 0.635 4154 59521 59 517 8 .000 130 .000 190 .000 231 .140 1.475 0.230 4155 59525 59537 8 .000 130.000 295 .000 -118.536 -0.757 0 .104 4156 59508 59433 8 .000 130 .000 165.000 -75 .800 -0.484 0.025 4157 59517 59525 8 .000 130.000 140 .000 -94 .366 -0 .602 0.032 4158 59537 59460 8 .000 130.000 165 .000 -64 .097 -0.409 0.019 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) C!mm) (ft/s) (ft) 4159 59541 59428 4 .000 130 .000 220.000 -6 .670 -0.170 0 .011 4160 59512 59548 4 .000 130 .000 295.000 11.670 0.298 0.042 4161 59565 59552 6 .000 130 .000 130.000 18.330 0 .208 0 .006 4162 59553 59552 4 .000 130 .000 200 .000 -10 .000 -0.255 0 .021 4163 59504 59560 6 .000 130 .000 90 .000 2.500 0 .028 0.000 4164 59561 59564 6 .000 130 .000 65 .000 -13.330 -0.151 0 .002 4165 59565 59512 8 .000 130 .000 40.000 190 .137 1.214 0.034 4166 59569 59565 8 .000 130 .000 190.000 214.027 1.366 0 .200 4167 59504 59569 8 .000 130 .000 135 .000 220.967 1.410 0 .151 4168 59577 59508 6.000 130.000 75.000 160 .308 1.819 0.187 4169 59488 59489 6 .000 130 .000 190 .000 -109 .097 -1 .238 0 .233 4170 59561 59588 4 .000 130 .000 151 .000 7.500 0 .191 0 .009 4171 59436 59461 8 .000 130 .000 97 .000 216 .107 1 .379 0.104 4172 59476 59477 6 .000 130 .000 220 .000 -76.597 -0.869 0.140 4173 59597 59577 6 .000 130 .000 140 .000 161.978 1 .838 0 .357 4174 59521 59597 6 .000 130 .000 230 .000 169.758 1.926 0.639 4175 59605 59521 8.000 130.000 215.000 373.494 2 .384 0.634 4176 59441 59605 8.000 130 .000 280.000 383.494 2.448 0 .867 4177 59437 59441 8.000 130.000 70 .000 -27 5.649 -1 .759 0 .118 4178 59456 59457 6 .000 130.000 360 .000 94 .097 1.068 0.335 4179 59449 59429 6 .000 130.000 240.000 74.660 0 .847 0 .146 4180 59456 59449 6.000 130 .000 140 .000 146 .283 1.660 0.295 4181 59429 59537 6 .000 130 .000 285.000 68 .330 0.775 0.147 4182 59432 59636 6 .000 130 .000 75.000 44 .903 0 .510 0.018 4183 59636 59521 6 .000 130 .000 185 .000 39.903 0.453 0.035 4184 59496 59465 8 .000 130 .000 341.000 614.487 3 .922 2.528 4185 59650 59387 12.000 130 .000 44 .000 -1863 .813 -5.287 0 .353 4186 59428 59651 12.000 130.000 65 .000 -1458.979 -4 .139 0 .332 4187 59461 59564 8.000 130.000 57 .000 13.330 0.085 0 .000 4188 59651 59650 12.000 130 .000 190 .000 -1458.979 -4.139 0 .969 4189 59464 59421 8 .000 130 .000 436 .000 -101.113 -0.645 0 .000 Exhibit 6B MikeNET Analysis Description: Peak Day with Cottages & Fireflow @ Node 59512. Results -Junction Junction Elevation Pressure ID Description (ft) Grade (ft) (psi) 188 7 Junction 319.629 491.408 74.432 1905 Junction 316 .199 486 .395 73 .746 197 5 Junction 325.000 493 .27 0 72 .91 1 67 96 Junction 323.000 493 .2 88 7 3.786 36319 Junction 300 .000 485 .785 80 .501 59319 Junction 312.000 484.7 03 74 .832 59320 Junction 313 .500 484 .586 74 .13 1 59321 Junction 312.000 484 .725 74 .842 59322 Junction 312 .000 484.761 74.857 59323 Junction 312 .000 484 .800 74 .874 593 24 Junction 313 .750 484 .85 7 74 .141 59325 Junction 322.000 485.023 70.638 59326 Junction 312 .000 484 .76 8 74 .860 59327 Junction 306.000 484 .839 77.491 59328 Junction 311 .000 484 .878 75 .341 59 329 Junction 304 .000 484 .963 78.411 59330 Junction 305.000 485.104 78 .039 5933 1 Junction 312 .000 485 .193 75 .045 59332 Junction 318 .000 485.200 72.448 5933 3 Junction 310 .000 485.469 76.031 59334 Junction 309.000 485.405 7 6.436 59335 Junction 304 .750 485 .271 78 .220 59336 Junction 302.000 485.882 79 .6 76 59342 Junction 309 .000 486 .021 76 .703 59343 Junction 312 .750 484 .559 74.445 593 70 Junction 312 .000 .483 .582 74.347 -- 59372 Junction 326 .000 43569736 .000 18878908 .000 -- 59383 Junction 326 .000 43569736 .000 18878908 .000 -- 59384 Junction 325 .000 43569736.000 18878908 .000 59385 Junction 321.000 481 .6 20 69 .597 59386 Junction 320.000 481 .7 09 70 .068 59387 Junction 318 .000 482 .125 71 .115 59388 Junction 304.000 484 .177 78 .071 Demand (gpm) 0 .000 0.286 0 .000 0.000 0 .000 0 .000 0 .000 0 .000 14 .350 0 .000 24 .600 12 .300 0 .000 14 .350 0.000 36.900 0 .000 0 .000 36 .900 7.180 0 .000 14 .350 2.430 0.000 0 .000 0 .000 0 .000 0 .000 0.000 0.000 6 .000 1.020 0 .000 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (ps i) (!:!Pm) 59389 Junction 316 .000 485 .822 73 .584 0.940 59405 Junction 284 .000 485 .227 87 .192 0.000 59406 Junction 292 .000 485.454 83 .824 64 .930 59407 Junction 298 .000 484.899 80 .983 70 .710 -- 59409 Junction 328 .500 43569736 .000 18 878908.000 0.000 I -- 59410 Jun ction 328.000 43569736 .000 18878908 .000 0.000 -- 59411 Junction 327 .000 43569736.000 18878908.000 145 .0 00 59412 Junction 327 .000 481 .546 66.965 0.000 59413 Junction 324 .000 481.571 68.27 5 7.720 59414 Jun ction 320.000 481.596 7 0.019 0 .000 59415 Junction 328 .000 49 3.288 71.619 0.000 59416 Junction 327.000 493 .288 72 .052 0 .000 -- 59417 Juncti on 323 .000 43569736 .000 18878 906.000 0 .000 59419 Junction 317.914 487 .372 73.426 fr.000 59420 -Junction 321 .000 488 .783 72 .700 6.000 -- 59421 Junction 327.250 43569736.000 18878908.000 145 .000 59425 Jun ction 325 .7 00 4 79 .440 66.616 5.560 59428 Junction 323.300 480.471 68 .102 5.000 59429 Junction 339 .200 475 .979 59 .266 10 .000 59432 Junction 336 .8 00 475 .979 60.3 06 5.830 59433 Junction 332 .000 474 .768 61 .862 0 .830 59436 Junct io n 330 .500 474 .639 62.455 -5 .830 59437 Jun ction 326 .700 477 .309 65 .259 3 .330 59440 332.200 476 .817 62 .662 20.830 59441 328.000 477.427 64 .747 16.670 59444 327 .50 0 478.399 65.385 1.110 59445 336.200 476.060 60.601 8 .610 59449 339 .200 476 .125 59 .329 8.610 59456 340 .000 476.420 59 .111 11 .110 59457 345 .300 476 .084 56 .669 18 .890 59460 341 .500 475 .851 58 .214 11.11 0 59461 331 .000 474 .535 62 .194 7.220 -- 59464 329 .000 43569736 .000 18878910.000 296 .670 59465 322.500 479.511 68 .033 0.000 59473 33 0 .500 478.419 64 .09 3 5 .830 594 76 330 .500 478.488 64 .123 8 .33 0 59477 326 .500 478 .628 65 .917 13 .060 59480 323 .700 478.854 67.228 5.560 59484 324 .500 478.954 66 .925 6 .940 59488 326.000 479 .171 66 .369 6 .94 0 59489 325 .7 00 479.4 04 66.6 00 5 .560 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (gpm) 59496 318 .000 482 .039 7 1.078 0 .000 5949 7 328 .800 474 .67 5 6 3 .208 2 .080 59500 330 .000 474 .6 75 62.688 2 .220 59504 329 .300 474 .580 62.950 5.560 59508 330 .800 474 .74 3 62 .37 1 2 .7 80 59512 326 .600 474 .196 6 3.95 3 1505 .560 595 16 332 .200 475 .061 61 .901 11 .110 595 17 334 .000 475 .6 96 61 .39 7 15 .830 595 2 1 334.000 475 .92 6 61 .49 7 12 .500 59525 336 .800 475 .72 8 60 .198 24 .170 595 37 339 .000 4 75.83 2 59.289 13 .890 59541 320 .700 480.4 60 69.2 24 6 .67 0 5954 8 323 .300 4 74.1 54 6 5.3 6 5 11 .67 0 59552 32 9.200 4 74 .224 62 .83 9 8 .330 5955 3 329 .000 4 74.2 03 62 .916 10 .000 59560 330 .000 474 .580 62.646 2.500 5956 1 331 .500 474 .533 6 1.976 5.83 0 59564 330 .600 474 .535 62 .36 7 0 .000 5956 5 32 7.000 474 .23 0 63 .7 95 5.56 0 59569 328 .000 474.429 63.448 6 .940 595 77 331 .500 474 .9 30 62 .148 1.670 595 88 328 .900 474 .524 6 3 .099 7 .500 595 97 33 2 .00 0 4 75.2 87 62 .086 7 .78 0 5960 5 332 .000 476.5 60 62.63 8 10 .000 59636 335 .500 475 .961 60 .862 5.000 59650 319 .000 481 .772 7 0 .529 0 .000 5965 1 323 .300 4 80 .8 02 6 8.246 0 .000 Pipe ID 314 27 8 9 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 4089 4105 4106 4107 EXHIBIT7A MikeNET Analysis Description : Peak Day with Cottages & Fireflow @ Node 59457. !Results -Pi~e Node Node Diameter Roughness Length Flow 1 2 (in) (millift) (ft) la om ) 210 6 796 4 2 .000 120 .000 143 .519 5117 .503 1905 59419 18 .000 130 .000 325 .54 1 -3 174.455 59319 59343 10 .000 130 .000 380 .697 307 .059 59321 59320 10 .000 130.000 127 .611 525 .534 59321 59322 10 .000 130.000 33 .108 -525 .534 59322 59323 10.000 130 .000 59 .046 -394 .248 59323 59324 10 .000 130 .000 85.089 -394 .248 59324 59325 10.000 130 .000 215.351 -418 .848 59322 59326 8 .000 130 .000 23 .618 -145.636 59326 59327 8 .000 130 .000 248 .512 -145 .636 59327 59328 8 .000 130 .000 107 .232 -159 .986 59328 59329 8 .000 130 .000 235 .547 -159 .986 59329 59330 8 .000 130 .000 237 .019 -196 .886 59330 59331 8 .000 130 .000 149 .304 -196 .886 59325 59332 10.000 130 .000 214 .501 -431 .148 59332 59333 10 .000 130 .000 268 .797 -468 .048 59333 59334 8 .00 0 130.000 92.315 211.236 59334 59335 8.0 00 130 .000 191 .731 211 .236 59335 59331 8.000 130 .000 130.443 196 .886 59333 59336 12 .000 130 .000 486 .310 -686.464 59342 1905 18.000 130 .000 697 .964 -1439 .120 59336 59342 12 .000 130 .000 162 .530 -688 .894 59343 59320 10 .00 0 130.000 24 .117 -525 .534 59372 59383 8 .000 130.000 41 .505 -195 .557 59383 59384 8 .000 130 .000 122 .704 -195.557 59384 59417 8 .000 130 .000 52 .182 -195 .557 59385 59386 12 .000 130.000 191 .702 -398 .833 59386 59650 12 .000 130.000 132.302 -404 .833 59387 59370 12 .000 130 .000 181 .268 -1646.728 59370 59388 12 .000 130 .000 74 .027 -1646 .728 59388 59389 12 .000 130.000 204 .664 -1646 .728 59389 1905 12.000 130 .000 71 .223 -1647.668 59319 59407 10 .000 130 .000 516 .818 -307 .059 36319 59342 18 .000 130 .000 1300.570 -750 .226 59405 59406 10 .000 130 .000 358 .886 -377 .769 Velocity Head loss (ft/s) (ft) 1 .185 0 .019 -4 .002 0.972 1.254 0 .263 2 .147 0 .239 -2 .147 0 .062 -1 .610 0 .065 -1 .610 0.094 -1 . 711 0.265 -0 .930 0.012 -0 .930 0.128 -1.021 0.066 -1 .021 0.144 -1.25 7 0.213 -1 .257 0 .134 -1 .761 0.278 -1 .912 0.406 1.348 0 .095 1.348 0.197 1.257 0.117 -1 .947 0.614 -1 .814 0.482 -1 .95 4 0 .20 7 -2 .147 0 .045 -1 .248 0.000 -1.248 0.000 -1.248 0.000 -1 .131 0 .089 -1.148 0.063 -4 .671 1 .157 -4 .671 0.473 -4 .671 1 .30 7 -4.674 0.455 -1.254 0 .35 7 -0.946 0 .269 -1.543 0 .364 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) (gpm) (fUs) (ft) 4108 59406 363 19 10 .000 130 .000 361.483 -442 .699 -1 .808 0.492 4109 59407 59405 10 .000 '130 .000 519 .577 -377.769 -1 .543 0.528 4112 59409 59410 8 .000 130 .000 163.477 -50.557 -0 .323 0 .000 4113 59410 594 11 8 .000 130 .000 223 .500 -50.557 -0 .323 0 .000 4114 59411 59412 8 .000 130 .000 533 .635 0.000 0 .000 0 .000 4115 59412 59413 12.000 130 .000 197.971 -195.557 -0 .555 0 .024 4116 59413 5941 4 12.000 130 .000 189.021 -203.277 -0.577 0 .025 4117 59414 5938 5 12 .000 130 .000 187 .079 -203 .277 -0 .577 0 .025 4118 59412 59415 12 .000 130 .000 463 .974 0 .000 0 .000 0 .000 4119 59415 5941 6 12 .000 130 .000 205.281 0 .000 0 .000 0 .000 4120 6 796 1975 42 .000 120.000 131.406 5117.503 1 .1 85 0 .018 4121 59416 6 796 12 .000 130 .000 2 04 .628 0 .000 0 .000 0.000 4122 59372 594 21 8.000 130.000 4 91.944 195.557 1.248 0 .00 0 4123 59417 59385 12 .0 00 130 .000 292 .550 0.000 0.000 0 .000 4126 59419 59420 18.000 130 .000 4 6 8.475 -3 180.455 -4 .010 1.4 04 4127 59420 18 87 18 .000 130 .000 868 .701 -3 186.455 -4.017 2 .613 4128 59421 59409 8.000 130.000 384 .941 -50.557 -0 .323 0 .000 4130 59425 594 2 8 12 .000 130 .000 205 .000 -1 229 .204 -3.487 0 .761 4131 59429 594 32 6 .000 130 .000 145 .000 -199.486 -2 .264 0 .543 4132 59433 594 36 8 .000 130.000 115.000 221.937 1.417 0 .129 4133 59437 59440 8.000 130 .000 300.000 654 .881 4 .180 2 .502 4134 59441 59444 8 .000 130 .000 110.000 -1080 .544 -6 .897 2 .3 19 4135 59445 59 432 6 .000 130.000 24 0 .000 -130 .594 -1.482 0 .4 10 41 36 59449 5944 5 6 .000 130 .000 145.000 -1 21 .984 -1 .384 0 .218 4137 59440 59456 8 .000 130.000 2 80 .000 634.051 4 .047 2 .200 4138 59457 594 6 0 6 .000 130 .000 380 .000 -726.577 -8 .245 15.599 4139 59461 59464 8 .000 130 .000 180 .000 0 .000 0 .000 0 .000 4140 59465 59444 8 .000 130 .000 150 .000 8 32.592 5 .314 1 .952 4141 59444 594 73 6 .000 130 .000 45.000 -249 .061 -2.826 0.254 4142 59473 594 76 6.000 130.000 135 .000 -254 .891 -2 .892 0 .796 4143 59477 594 80 6 .000 130 .000 265 .000 -2 76.2 8 1 -3 .135 1.815 4144 59480 594 84 6 .000 130 .000 105 .000 -2 81 .841 -3 .198 0.746 4145 59484 594 88 6 .000 130 .000 2 00 .000 -288 .781 -3.2 77 1.487 4146 59489 5942 5 8 .000 130.000 110.000 -301 .281 -1 .923 0.218 4147 59343 59496 8 .000 130 .000 340 .000 832 .592 5 .314 4.423 4148 59497 59 500 6.000 130.000 90 .000 -2 .080 -0 .024 0 .000 4 149 59500 595 04 8 .000 130 .000 80 .000 -866 .243 -5 .529 1.120 4150 59500 5950 8 8 .000 130.000 55 .000 861 .943 5 .502 0 .763 4151 59425 5951 2 8.000 130.000 170.000 922 .363 5.887 2 .674 4152 59433 595 16 8.000 130.000 150 .000 392.416 2 .505 0.485 4153 59517 59516 8.000 130.000 305.000 -381 .306 -2.4 34 0 .934 4154 59521 5951 7 8.000 130 .000 190 .000 276 .783 1 .767 0 .322 4155 59525 5953 7 8.000 130 .000 2 95 .000 618 .090 3 .945 2 .211 4156 59508 59433 8 .000 130.000 165 .000 615.183 3 .927 1 .226 4157 59517 59525 8 .000 130 .000 140 .000 642 .260 4 .099 1 .126 4158 59537 59460 8 .000 130 .000 165 .000 737.687 4 .7 08 1 .716 Pipe Node Node Diameter Roughness Length Flow Velocity Head loss ID 1 2 (in) (millift) (ft) (gpm) (ft/s) (ft) - 4159 59541 59428 4 .000 130 .000 220 .000 -6 .670 -0.17 0 0.011 4160 59512 59548 4 .000 130.000 295 .00 0 11 .670 0 .298 0 .041 4161 59565 59552 6.000 130 .000 130.000 18 .330 0 .208 0 .006 4162 59553 59552 4 .000 130 .000 200.000 -10.000 -0.255 0.021 4163 59504 59560 6 .000 130 .000 90.000 2 .500 0 .028 0.000 4164 59561 59564 6 .000 130 .000 65 .000 -13.33 0 -0 .151 0.002 4165 59565 59512 8.000 130 .0 00 40.000 -905 .133 -5.777 0.607 4166 59569 59565 8 .000 130.000 190 .00 0 -881.243 -5 .625 2.746 4167 59504 59569 8 .000 130 .000 135 .000 -874 .303 -5 .580 1 .923 4168 59577 59508 6.000 130.000 75 .00 0 -243.980 -2 .768 0.408 4169 59488 59489 6 .000 130 .000 190 .000 -295 .721 -3.356 1.476 4170 59561 59588 4 .000 130 .000 151.000 7.500 0 .19 1 0.009 4171 59436 59461 8 .000 130.000 97 .000 216.107 1 .379 0 .104 4172 59476 59477 6 .000 130.000 220.000 -263.221 -2 .987 1.377 4173 59597 59577 6 .000 130.000 140 .000 -242 .310 -2 .750 0 .752 4174 59521 59597 6 .000 130 .000 23 0 .000 -234.53 0 -2 .661 1.163 4175 59605 59521 8 .000 130 .000 215.000 395 .663 2 .525 0 .705 4176 59441 59605 8 .000 130 .000 280.000 405 .663 2 .589 0 .962 4177 59437 59441 8 .000 130 .000 70.000 -658.211 -4.20 1 0 .589 4178 59456 59457 6 .000 130 .000 360.000 792 .313 8.991 17.349 4179 59449 59429 6 .000 130 .000 240.000 -55.998 -0 .635 0.086 4180 59456 59449 6 .000 130 .000 140 .000 -169 .372 -1 .922 0 .387 4181 59429 59537 6 .000 130.000 285 .000 133.488 1.515 0 .507 4182 59432 59636 6.000 130 .000 75 .000 -335 .909 -3 .812 0 .738 4183 59636 59521 6 .000 130.000 185 .00 0 -34 0.909 -3 .868 1.870 4184 59496 59465 8.000 130.000 341 .000 832 .592 5 .314 4.437 4185 59650 59387 12 .000 130.000 44.000 -1645.7 08 -4.669 0 .281 4186 59428 59651 12 .000 130 .000 65.000 -1240.874 -3 .520 0.246 4187 59461 59564 8 .000 130.000 57.000 13 .330 0.085 0 .000 4188 59651 59650 12.000 130 .000 190.000 -124 0 .874 -3 .520 0 .718 4189 59464 59421 8 .000 130 .000 436 .000 -101.113 -0 .645 0 .000 EXHIBIT 7B MikeNET Analysis Description: Peak Day with Cottages & Fireflow @ Node 59457. Results -Junction Junction Elevation Pressure ID Description (ft) Grade (ft) (psi) 210 322.914 493 .312 73 .833 1887 319 .629 491.414 74.435 1905 316 .199 486.424 73 .759 1975 325 .000 493 .275 72.9 13 6796 323 .000 493 .2 92 73 .788 36319 300 .000 485.674 80.453 59319 312 .000 483 .932 74.498 59320 313 .500 483.714 73.754 59321 312 .000 483 .953 74.5 07 59322 312 .000 484 .015 74 .534 59323 312.000 484 .080 74.562 59324 313.750 484.173 73.844 59325 322 .000 484.438 70 .384 59326 312.000 484 .02 7 74 .539 5932 7 306.000 484 .155 77.195 59328 311.000 484 .221 75 .057 59329 304.000 484 .365 78.152 59330 305.000 484 .579 77 .811 59331 312.000 484.713 74 .837 59332 318.000 484.716 72 .238 59333 310.000 485.122 75 .880 59334 309 .000 485 .027 76 .273 59335 304.750 484 .831 78 .029 59336 302 .000 485.736 79 .613 59342 309 .000 485.943 76.669 59343 312 .750 483.669 74.059 59370 312 .000 484 .190 74.6 10 -- 59372 326 .000 43569748.000 18878914 .000 -- 59383 326.000 43569748 .000 18878914 .000 -- 59384 325.000 43569748 .000 18878912 .000 59385 321 .000 482.601 70 .022 59386 320 .000 482 .690 70.493 5938 7 318 .000 483 .033 71 .509 Demand (gpm) 0.000 0.000 0.286 0.000 0.000 0.000 0.000 0.000 0.000 14 .350 0.000 24 .600 12 .300 0 .000 14 .350 0 .000 36 .900 0.000 0.000 36.900 7.180 0.000 14.350 2.430 0.000 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 6 .000 1 .020 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (gpm ) 59388 304.000 484 .663 78.28 1 0.000 59389 316 .000 485.969 73.6 48 0.940 59405 284.000 484 .817 87 .014 0 .000 59406 292 .000 485 .182 83 .706 64.930 59407 298 .000 484 .290 80.719 70.710 -- 59409 328 .500 435697 48 .'ooo 18878914.000 0 .000 -- 59410 328 .000 43569748 .0 00 18878914.000 0 .000 -- 59411 327.000 43569748 .000 18878914 .000 145.000 59412 327 .000 482.527 67 .390 0 .000 59413 324.000 482 .551 68 .700 7 .720 59414 320.000 482 .576 70.444 0 .000 59415 328 .000 493 .292 71.62 1 0 .000 59416 327.000 493 .292 72 .0 55 0.000 -- 59417 323 .000 43569748 .0 00 18 878912 .000 0 .000 59419 317 .914 487 .397 73.437 6 .000 59420 321.000 488 .801 72.708 6 .000 -- 59421 327.250 43569748 .000 18878914.000 145.000 59425 325 .700 481 .027 67 .303 5.560 59428 323 .300 481 .788 68 .673 5.000 59429 339.200 465 .720 54.821 10 .000 59432 336.800 466 .263 56 .0 96 5.830 59433 332 .000 469.968 59 .782 0.830 59436 330 .500 469 .839 60.376 5 .830 59437 326 .700 469 .949 62 .070 3.330 59440 332 .200 467.447 58.602 20 .830 59441 328 .000 470 .538 61 .762 16 .670 59444 327 .500 472 .857 62 .. 983 1.110 59445 336 .200 465.853 56 .179 8.610 59449 339 .200 465 .635 54.784 8.610 59456 340 .000 465 .247 54 .27 0 11 .110 59457 345 .300 447 .898 44.456 1518.890 59460 341 .500 463.497 52 .861 11 .110 59461 331 .000 469 .735 60 .114 7.220 -- 59464 329.000 435697 48 .000 18878914 .000 296 .670 59465 322 .500 474 .809 65 .995 0 .000 59473 330.500 473 .112 61 .794 5.830 59476 330.500 473.908 62 .139 8.330 59477 326.500 475.286 64.469 13 .060 59480 323 .700 477.100 66.468 5 .560 59484 324 .500 477 .847 66.445 6.940 59488 326 .000 479.333 66.439 6 .940 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (qpm) 59489 325 .700 480 .809 67 .209 5.560 59496 318.000 479 .245 69.868 0 .000 59497 328.800 471.957 62 .030 2 .080 59500 330.000 471 .957 61.510 2.220 59504 329 .300 473 .077 62.299 5.560 59508 330.800 471.194 60 .833 2 .780 59512 326.600 478 .353 65 .755 5.560 59516 332 .200 469.484 59 .485 11 .110 5951 7 334.000 468 .550 58 .300 15 .830 59521 334 .000 468 .871 58.440 12.500 59525 336 .800 467.423 56 .599 24 .170 59537 339 .000 465 .213 54.688 13 .890 59541 320 .700 481 .77 8 69 .795 6 .670 59548 323 .300 478 .312 67 .167 11 .670 59552 329.200 477.740 64.362 8.330 59553 329 .000 477 .7 19 64.440 10 .000 59560 330 .000 473 .077 61.995 2 .500 59561 331.500 469 .733 59 .896 5 .830 59564 330.600 469 .7 35 60 .287 0.000 59565 327.000 477 .746 65 .318 5 .560 59569 328.000 475.000 63 .695 6.940 59577 331 .500 470.786 60.353 1.670 595 88 328 .900 469.724 61 .019 7 .500 59597 332 .000 470.034 59 .810 7 .7 80 59605 332 .000 469.576 59.612 10.000 5963 6 335 .500 467.001 56 .979 5.000 59650 319 .000 482 .752 70 .954 0 .000 5965 1 323 .300 482 .034 68 .780 0 .000 Pipe ID 314 2789 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 4089 4105 4106 4107 4108 4109 EXHIBIT8A MikeNET Analysis Description: Peak Day with Cottages & Future Development. esults -Pi e Node Node Diameter Roughness Flow 1 2 (in) (millift) Len~th (ft) (~pm) 210 6796 42 120 143 .51889 4715 .61328 - 1905 59419 18 130 325 .54062 1763.22363 59319 59343 10 130 380 .69748 15.96859 59321 59320 10 130 127.61121 181.4900 7 59321 59322 10 130 33 .10825 -181.49 00 7 59322 59323 10 130 59.04563 -153 .08139 59323 59324 10 130 85 .08885 -153.08139 59324 59325 10 130 215 .35074 -177 .6814 59322 59326 8 130 23 .61825 -42.75866 59326 59327 8 130 248.51169 -42 .75866 59327 59328 8 130 107 .2319 -57.10866 59328 59329 8 130 235.54736 -57.10866 59329 59330 8 130 237 .01901 -94.00867 59330 59331 8 130 149 .30357 -94 .00867 59325 59332 10 130 214 .5007 -189.9814 59332 59333 10 130 268 .79718 -226.88 141 59333 59334 8 130 92.31471 108 .35866 59334 59335 8 130 191 .73111 108 .35866 59335 59331 8 130 130.44305 94.00867 59333 59336 12 130 486.31024 -3 42.42007 - 59342 1905 18 130 697 .96436 1268.75098 59336 59342 12 130 162 .53046 -344.85 007 59343 59320 10 130 24.11716 -181.49 007 59372 59383 8 130 41 .50546 -223 .82101 59383 59384 8 130 122.70409 -2 23 .82101 59384 59417 8 130 52 .18157 -223 .82101 59385 59386 12 130 191.70229 388.818 02 59386 59650 12 130 132 .30157 369.488 01 59387 59370 12 130 181.26825 -175.3 0119 59370 59388 12 130 74.02747 -175 .30119 59388 59389 12 130 204 .66394 -197 .80118 59389 1905 12 130 71 .22334 -21 3.7412 59319 59407 10 130 516 .8183 -15 .96859 36319 59342 18 130 1300 .56995 -923 .90 1 59405 59406 10 130 358 .88565 -86.67 858 59406 36319 10 130 361.48291 -1 51 .60858 59407 59405 10 130 519.57666 -86.67858 Velocity Head loss (ft/s) (ft) 1 .09202 0.01669 -2.22306 0 .32727 0 .06523 0.0011 0.74138 0.03333 -0 .74138 0.00867 -0.62533 0.01126 -0 .62533 0 .0162 -0 .72582 0 .05408 -0 .27292 0.00125 -0.27292 0 .01324 -0 .36451 0.00974 -0.36451 0.02145 -0.60004 0.05429 -0 .60004 0.03421 -0 .77607 0 .061 -0 .92681 0.10614 0.69163 0 .0275 0 .69163 0.05713 0.60004 0.02988 -0.97 137 0.16937 -1.59964 0 .38 147 -0.97827 0.05734 -0 .74138 0.00629 -1.4 286 0 .04742 -1.4286 0.14011 -1.4286 0.0596 1.103 0 .08447 1.04816 0.05304 -0.49729 0.01825 -0.49729 0.00748 -0 .56112 0.02579 -0 .6 0634 0 .01038 -0 .06523 0 .0015 -1 .16485 0.39502 -0 .35408 0.02383 -0.61932 0.06769 -0.35408 0.03455 Pipe Nod e Node Diamete r Roughnes s Flow Velocity Head lo ss ID 1 2 (in) (millift) Length (ft) (gpm) (ft/s) (ft) 41 12 594 09 59410 8 13 0 163.476 87 -154 .361 16 -0.98525 0.09384 41 13 5941 0 . 59411 8 130 223.49 985 -154 .361 16 -0.98525 0.12823 4 114 59411 59412 8 130 533 .635 01 -299 .361 15 -1.91076 1.04427 4115 59412 59413 12 130 197.9713 662 .299 01 1.8788 0.23395 41 16 59413 59414 12 13 0 189.02101 635 .13904 1.80176 0 .2067 41 17 59414 59385 12 130 187 .07936 61 2 .63904 1.73793 0 .19134 4118 59412 59415 12 130 463 .97351 -961 .66022 -2 .72803 1 .09382 41 19 59415 59416 12 130 205 .28 14 -961.66022 -2 .72803 0.48 398 4120 6796 1975 42 12 0 13 1.406 02 3753 .95337 0 .86932 0.01001 412 1 59416 6796 12 130 204.62764 -961 .66 022 -2.72803 0.48242 4122 59372 59421 8 13 0 491.9442 1 223 .82101 1.4286 0 .56177 4123 59417 59385 12 130 292 .55 0 38 -2 23 .821 01 -0 .63493 0 .04636 - 4126 59419 594 20 18 130 468.47543 1769.22375 -2 .23063 0 .473 96 - 4127 59420 1887 18 130 868 .70129 1797.72363 -2 .26656 0 .90527 4128 59421 59409 8 130 384 .9408 -154 .361 16 -0 .98525 0.22089 4130 59425 59428 12 130 205 -3 80.59918 -1.07968 0.08682 4 131 59429 59432 6 130 145 -10.04815 -0.11402 0 .00214 4 132 59433 59436 8 13 0 115 89.8678 4 0 .5736 1 0 .02423 4 133 59437 59440 8 13 0 300 51 .9 1217 0 .33134 0 .02289 4134 59441 59444 8 13 0 110 -10 3 .90 058 -0.66317 0.03033 4135 59445 59432 6 130 240 -7 .76393 -0 .0881 0 .0022 4136 59449 59445 6 130 145 0 .84607 0 .0096 0.00003 4137 59440 59456 8 130 280 3 1.08217 0 .19839 0.00824 4138 5945 7 59460 6 130 38 0 -7 .53762 -0 .08553 0.0033 4139 59461 59464 8 130 180 6 3.48783 0.40523 0.01993 414 0 59465 59444 8 13 0 150 49 .12865 0 .31358 0.0 1031 4141 59444 594 7 3 6 130 4 5 -55 .88 194 -0.634 1 0 .01596 41 4 2 59473 59476 6 13 0 135 -61 .71194 -0 .70026 0.05759 4143 59477 59480 6 13 0 265 -8 3.10 194 -0.94297 0.19617 4144 59480 59484 6 130 105 -88 .6 6 193 -1 .00606 0.08762 4145 59484 59488 6 130 2 00 -9 5 .60193 -1.08481 0.19189 4 146 59489 59425 8 130 110 -10 8.10194 -0 .68999 0.03262 4 147 59343 59496 8 13 0 34 0 197 .45865 1 .26033 0 .30786 4148 59497 59500 6 130 90 -2 .08 -0 .0236 0 .00006 4 149 59500 59504 8 130 80 -2 10 .81725 -1 .3456 0 .08176 4 150 5950 0 59508 8 13 0 55 20 6 .51726 1 .31815 0 .05411 4 151 59425 59512 8 13 0 17 0 266.93726 1.7038 0 .26904 4 152 59433 59516 8 13 0 150 59 .372 1 0 .37896 0 .01468 4 153 59517 59516 8 13 0 305 -48.262 1 -0 .30805 0.02032 4 154 59521 59517 8 130 19 0 25 .06366 0 .15998 0 .00375 4 155 59525 59537 8 130 295 33.32576 0 .21271 0 .00989 4156 59508 59433 8 130 165 150 .06993 0 .95 7 86 0.08987 4157 59517 59525 8 130 140 57 .49576 0 .36698 0 .01291 4158 59537 59460 8 13 0 165 18.64762 0 .11902 0 .00189 Pipe Node Node Diameter Roughness Flow Velocity Head loss ID 1 2 (in) (millift) Length (ft) (gpm) (fUs) (ft) 4159 59541 59428 4 130 220 -95 .67 -2.44256 1.52328 4160 59512 59548 4 130 295 11 .67 0 .29795 0 .04147 4161 59565 59552 6 130 130 18 .33 0.20799 0.00586 4162 59553 59552 4 130 200 -10 -0 .2 5531 0.02112 4163 59504 59560 6 130 90 2 .5 0 .02837 0.00009 4164 59561 59564 6 130 65 -13 .33 -0 .15126 0.00165 4165 59565 59512 8 130 40 -249.7072 6 -1 .59383 0.05594 4166 59569 59565 8 130 190 -225.81725 -1.44134 0 .22058 4 167 59504 59569 8 130 135 -218.87726 -1 .39705 0.14792 4168 59577 59508 6 130 75 -53 .66732 -0 .60897 0 .02472 4169 59488 59489 6 130 190 -102 .54194 -1 .16356 0 .20 7 58 4 170 59561 5958 8 4 130 151 7 .5 0 .19148 0 .00 934 4 171 59436 59461 8 130 97 84 .03783 0 .53639 0 .0180 7 4172 59476 594 77 6 130 220 -70 .04194 -0 .7 9478 0 .11865 4 173 59597 595 77 6 130 140 -5 1 .99732 -0.59002 0 .04 349 4174 59521 59597 6 130 230 -44.2 1732 -0 .5017 4 0 .05 292 4175 59605 59521 8 130 215 21 .98841 0 .14035 0.00336 4176 59441 59605 8 130 280 31 .98841 0.20417 0.008 7 4177 59437 59441 8 130 70 -5 5.24216 -0 .3526 0 .00598 4178 59456 5945 7 6 130 360 11 .35238 0.12882 0:00668 4179 59449 59429 6 130 240 -0 .83629 -0 .00949 0.00003 4180 59456 59449 6 130 140 8 .61978 0.09781 0.00156 4181 59429 5953 7 6 130 285 -0.78814 -0.00894 0.00003 4182 59432 59636 6 130 75 -23 .64208 -0 .26827 0.0054 4183 59636 59521 6 130 185 -28 .64208 -0.32501 0.01904 4184 59496 59465 8 130 34 1 49 .12865 0.3135 8 0.0235 4185 59650 59387 12 130 44 -151 .78119 -0.43057 0.00339 4186 59428 59651 12 130 65 -481 .2692 -1.36526 0.04254 4187 59461 59564 8 130 57 13 .33 0 .08508 0 .00034 4188 59651 59650 12 130 190 -521 .26923 -1.47873 0 .1441 4189 59464 59421 8 130 436 -233 .18216 -1.48835 0 .53 7 17 EXHIBIT SB MikeNET Analysis Description: Peak Day with Cottages & Future Development !Results -Junctio Junction Elevation Pressure ID Description (ft) Grade (ft) (psi) 18 87 319 .629 494 .89795 75 .94404 1905 316 .19901 493 .19144 76 .690 83 197 5 325 495.94586 74 .07084 6796 323 495 .95587 74 .941 78 363 19 300 492.41495 83 .3734 59319 312 492.28738 78 .11852 59320 313.5 492 .2925 7 77.4 7 083 5 9321 3 12 492.3259 78 .13521 59 32 2 312 492 .33456 7 8.13897 59323 312 49 2 .34583 78.14384 59324 313.75 492 .36203 77 .39 259 59325 322 492.41611 73.8413 59326 312 492 .33582 78 .13951 59327 306 492 .34906 80 .74505 59328 311 4 92 .3588 78 .582 76 59329 304 492 .38025 81.6251 6 59330 305 492.43454 81 .215 39 593 31 312 4 92 .46875 78 .19 71 1 59332 318 4 92 .47711 75.60093 593 33 310 4 92 .58325 79 .11 332 593 34 309 492 .55576 79.534 71 59335 304.75 492.49863 81 .35148 593 36 302 492.75262 82 .653 11 59342 309 4 92 .80997 79 .644 86 5934 3 312 .75 4 92 .28629 77 .79 308 59370 312 493.1478 78.491 34 59372 326 4 92 .97018 72 .348 18 59383 326 4 93 .01761 72 .368 7 3 59384 325 4 93.15771 72 .86274 59385 321 4 93 .2636 7 74.641 8 5 59386 320 493 .1792 75 .03854 59387 318 4 93.12955 75.88364 59388 304 4 93 .15527 81 .960 9 8 59389 316 4 93 .18106 76.77255 59405 284 492.32343 90 .26654 59406 292 492 .34726 86 .8104 7 59407 298 492 .28888 84 .18537 59409 328 .5 492 .6293 71 .11723 59410 328 492 .72314 71 .37454 59411 327 492 .85138 71 .8634 Demand la om) 0 0 .286 0 0 0 0 0 0 14 .35 0 24 .6 12 .3 0 14 .35 0 36 .9 0 0 36 .9 7 .18 0 14.35 2.43 0 0 0 0 0 0 0 19 .33 23 .52 22 .5 15.94 0 64 .93 70 .71001 0 0 145 Junction ID Description 59412 59413 59414 59415 59416 59417 59419 59420 59421 59425 59428 59429 59432 59433 59436 59437 59440 59441 59444 59445 59449 59456 59457 59460 59461 59464 59465 59473 59476 59477 59480 59484 59488 59489 59496 59497 59500 59504 59508 59512 59516 59517 59521 59525 59537 59541 EXHIBIT SB MikeNET Ana lysis Elevation Press ure {ft) Grade {ft) {psi) 327 493 .89566 72 .31589 324 493 .66171 73 .51442 320 493.45502 75 .15806 328 494 .98947 72 .35654 327 495.47345 72 .99954 323 493 .21732 73 .75517 317 .914 493 .51871 76 .08952 321 493.99268 74.95773 327 .25 492.40842 71.56314 325 .70001 492 .85269 72.42726 323 .29999 492 .93951 73.5048 339 .20001 491.87564 66.15436 336 .79999 491 .87778 67 .1952 332 491 .93347 69 .29917 330 .5 491 .90924 69 .93862 326 .70001 491 .90829 71 .58475 332.20001 491 .88541 69 .19169 328 491.91428 71 .02406 327 .5 491.94461 71 .25385 336.20001 491 .87558 67.45423 339 .20001 491 .87561 66 .15434 340 491 .87717 65.80838 345 .29999 491 .87048 63 .50899 341.5 491 .87378 65.15696 331 491 .89117 69.71415 329 491 .87125 70 .57211 322.5 491 .95493 73.42482 330.5 491 .96057 69 .96087 330 .5 492 .01816 69 .98582 326.5 492 .13681 71.77043 323 .70001 492 .33298 73 .06867 324 .5 492.42059 72 .75999 326 492 .61249 72 .19319 325 .70001 492 .82007 72.41312 318 491.97842 75.38485 328 .79999 492 .07739 70 .74809 330 492.07745 70 .22816 329.29999 492 .15921 70.56689 330 .79999 492 .02335 69 .85808 326.60001 492.58365 71 .92072 332 .20001 49 1.91879 69 .20615 334 491 .89847 68.4174 334 491 .90222 68.41903 336.79999 491 .88556 67 .19857 339 491 .87567 66.24103 320 .70001 491.41623 73.97134 Demand {gpm) 0 27 .16 22 .5 0 0 0 6 28.5 145 5 .56 5 10 5.83 0.83 5.83 3.33 20.83 16 .67 1.11 8.61 8 .61 11 .11 18.89 11 .11 7.22 296 .66998 0 5.83 8 .33 13 .06 5 .56 6 .94 6.94 5.56 148 .32999 2.08 2 .22 5.56 2 .78 5 .56 11 .11 15.83 12 .5 24 .17 13 .89 95 .67 Junction ID Description 59548 59552 59553 59560 5956 1 595 64 5956 5 595 69 595 77 5958 8 5959 7 59605 596 36 596 50 5965 1 EXHIBIT SB MikeNET Analy sis Elevation Pressure (ft) Grade (ft) (psi) 323 .29999 492 .54218 73 .33263 329 .20001 492 .52185 70 .76736 329 492.5007 3 70 .84486 330 492 .15912 70 .26355 331 .5 491 .88919 69.49664 330.60001 4 91 .890 84 69 .88 732 327 492 .5277 1 7 1.72316 328 492 .3071 3 71.1942 8 331 .5 491.99863 69.5440 5 328 .89999 4 91 .87985 70 .6191 7 332 491 .95514 69 .308 56 332 49 1.9055 8 69 .28 70 9 3 35.5 49 1.88318 67 .760 83 319 493 .1261 6 75.44 887 32 3.29999 492.9 820 6 73 .523 2 3 Demand (gpm) 11 .67 8 .33 10 2 .5 5 .83 0 5.56 6 .94 1.67 7.5 7 .7 8 10 5 0 40 Pipe ID 314 2789 4014 4015 4016 4017 4018 4019 4020 4021 4022 4023 4024 4025 4026 4027 4028 4029 4030 4031 4032 4033 4034 4081 4082 4083 4084 4085 4086 4087 4088 4089 4105 EXHIBIT9A MikeNET Ana lysis Description: Peak Day with Cottages & Future Development w/Fireflow @ Node 59457. !Results -Pipe Node Node Diameter Roughness Flow Velocity 1 2 (in} (millift) Length (ft} (gpm} / (fUS) 210 6796 42 120 143 .51889 5643 .28125 1 .30684 - 1905 59419 18 130 325 .54062 2455 .66797 -3.0961 59319 59343 10 130 380.69748 261.16351 1.06685 59321 59320 10 130 127 .61121 469.27615 1 .91698 59321 59322 10 130 33 .10825 -4 69 .27615 -1 .91698 59322 59323 10 130 59 .04563 -354.72058 -1.44903 59323 59324 10 130 85.08885 -354 .7205 8 -1.44903 59324 59325 10 130 215.35074 -379 .32062 -1.54952 59322 59326 8 130 23 .61825 -128.9 0558 -0.82278 59326 59327 8 130 248.51169 -128.90558 -0 .82278 59327 59328 8 130 107 .2319 -143.25557 -0.91437 59328 59329 8 130 235.54736 -143.25557 -0 .91437 59329 59330 8 130 237 .01901 -180.15558 -1.14989 59330 59331 8 130 149.30357 -180.15558 -1.14989 59325 59332 10 130 214 .5007 -391.62061 -1.59976 59332 59333 10 130 268 .79718 -428.52 06 -1.7505 59333 59334 8 130 92 .31471 194.5055 7 1.24149 59334 59335 8 130 191.73111 194 .50557 1.24149 59335 59331 8 130 130.44305 180.15558 1 .14989 59333 59336 12 130 486.31024 -630.20618 -1.78776 - 59342 1905 18 130 697.96436 1491.91357 -1 .881 59336 59342 12 130 162 .53046 -632.63617 -1 .7 9466 59343 59320 10 130 24 .11716 -469 .27615 -1.91698 59372 59383 8 130 41 .50546 -440.60919 -2.8123 1 59383 59384 8 130 122 .70409 -440 .60919 -2 .81231 59384 59417 8 130 52 .18157 -440 .60919 -2.81231 59385 59386 12 130 191.70229 416.3721 1.18116 59386 59650 12 130 132 .30157 397 .0421 1 1.12633 59387 59370 12 130 181 .26825 -728.15594 -2.06563 59370 59388 12 130 74.02747 -728.15594 -2 .06563 59388 59389 12 130 204 .66394 -750 .65588 -2.12945 59389 1905 12 130 71.22334 -766.59589 -2.17467 59319 59407 10 130 516 .8183 -261.16351 -1 .06685 Head loss (ft) 0.02328 0 .60446 0 .1951 0 .19364 0 .05023 0 .05337 0 .07687 0 .22034 0 .0097 0 .10214 0.05359 0 .1 1774 0 .18109 0 .11405 0 .23279 0 .34472 0 .0813 0 .16882 0.09967 0 .52414 0 .51496 0 .17642 0 .03659 0 .16615 0.49126 0.2089 0 .09589 0.06061 0 .25531 0 .10427 0 .30497 0 .11033 0 .26489 Pipe Node Node Diameter Roughness Flow Velocity Head loss ID 1 2 (in) (millift) Length (ft) (gpm) (fUs) (ft) 4106 36319 59342 18 130 1300.56995 -859 .27734 -1.08337 0.34537 4107 59405 59406 10 130 358 .88565 -331 .8735 -1 .3557 0.28668 4108 59406 3631 9 10 130 361.4829 1 -396.8035 3 -1 .62093 0.40204 4109 59407 594 05 10 130 519 .57666 -331 .873 5 -1 .3557 0.41504 4112 59409 5941 0 8 130 163.47687 -324 .18311 -2 .06919 0.37075 4113 59410 5941 1 8 130 223.49985 -324.18311 -2 .06919 0 .5069 4114 59 4 11 59 412 8 130 533 .635 01 -469 .18311 -2 .99469 2.4 4115 59412 594 13 12 130 197 .9713 906 .6413 2 .57195 0.41846 41 16 59413 59414 12 130 189 .02101 879.48 126 2.4949 0.37769 4117 59414 59 385 12 130 187 .07936 856 .98132 2 .4 3108 0.3 5629 - 41 18 59412 59 415 12 130 463 .97351 1375 .82446 -3.90293 2 .12334 - 4119 5941 5 59416 12 130 205 .2814 13 7 5.82 446 -3.90293 0 .93946 4120 6 796 197 5 42 120 131.40602 4267 .45703 0 .98824 0 .01269 - 412 1 59416 6796 12 130 204 .62764 137 5.82446 -3 .90293 0 .93645 4122 59372 59421 8 130 491 .9442 1 440.60919 2 .81231 1.96947 4123 59417 59385 12 130 292 .55038 -440 .60919 -1 .24992 0.16251 - 4 126 59419 59420 18 130 468.47543 2461 .66797 -3.10366 0.8738 - 4127 59420 18 87 18 130 868 .70129 2490 .16797 -3 .13959 1 .65518 4128 59421 59409 8 130 384 .9408 -324 .183 11 -2 .06919 0.8730 2 4130 59425 594 28 12 130 2 05 -961 .008 -2 .72618 0.4827 4131 59429 59432 6 130 145 -202.48863 -2 .29767 0.55853 4132 59433 594 36 8 130 115 -296 .74231 -1.89404 0 .22141 4133 594 37 59440 8 130 300 605 .2251 3.86302 2 .16211 4134 59441 59444 8 130 1 10 -810 .04852 -5.17036 1.36017 4135 59445 5943 2 6 130 24 0 -143.4884 5 -1 .62819 0.48849 4136 59449 5944 5 6 13 0 145 -134 .878 45 -1.53049 0.26318 4137 59440 59456 8 130 28 0 584.395 08 3.73006 1.89124 4138 59457 59460 6 130 380 -732 .39 594 -8 .31062 15 .83124 4139 59461 594 64 8 130 18 0 -323 .12228 -2 .06242 0.40576 4140 59465 59444 8 130 150 582 .10968 3 .71548 1 .00586 4141 59444 594 73 6 130 45 -229.04883 -2 .59905 0 .2178 4142 59473 594 76 6 130 135 -234 .87885 -2 .66521 0.68448 4143 59477 59480 6 130 265 -256 .26886 -2.90792 1.57898 4144 59480 594 84 6 130 105 -261 .82883 -2.97101 0.651 4145 59484 5948 8 6 13 0 2 00 -268 .76883 -3 .04 976 1.30154 4146 59489 594 25 8 130 110 -281 .26883 -1 .79528 0.19 177 4147 59343 594 96 8 13 0 340 7 30.439 7 4 .66223 3.47122 4148 59497 59500 6 13 0 90 -2 .08 -0 .0236 0.00006 4149 59500 59504 8 13 0 80 -618 .05914 -3 .9449 3 0.59943 4150 59500 59508 8 130 55 613.75922 3.91749 0.4068 4151 59425 59512 8 130 17 0 674.17914 ~ 4 .30314 1.49619 4152 59433 59516 8 130 150 604 .28485 3 .85702 1 .07794 Pipe Node Node Diameter Roughness Flow Velocity Head loss ID 1 2 (in) (millift) Length (ft) (gpm) (fUs) (ft) 4153 59517 59 516 8 130 305 -593 .17487 -3 .7861 2.1178 4154 59521 59 5 17 8 130 190 98 .673 0 .62981 0 .04761 4155 59525 5 9 537 8 130 295 651 .84784 4 .1606 2.4393 4156 59508 594 33 8 130 165 308.37253 1 .96827 0 .34109 4 157 59517 5 9 525 8 130 140 676 .01782 4 .31487 1.238 37 4158 59537 5 9460 8 130 165 743 .50592 4.74563 1.740 8 1 4 159 59541 594 28 4 130 220 -95.67 -2.44256 1 .52328 4160 59512 5 9548 4 130 295 11 .6 7 0.29795 0 .04 15 4 161 59565 5 95 52 6 130 130 18 .33 0 .20799 0 .00583 4162 59553 59 5 52 4 130 200 -10 -0 .25531 0.02 1 15 416 3 59504 5 9 560 6 130 90 2 .5 0 .02837 0 .000 12 4164 59561 5 9 564 6 130 65 -13 .33 -0 .15126 0 .00 162 4 16 5 59565 595 12 8 130 4 0 -656 .94916 -4 .19 316 0 .33557 4 166 59569 59 565 8 130 19 0 -633 .0592 -4 .04068 1.48822 4167 59504 59569 8 130 13 5 -6 26 .1192 -3 .99638 1 .03607 4 16 8 59577 59508 6 130 75 -302.60663 -3.43373 0 .607 94 4169 59488 59489 6 130 19 0 -27 5 .70883 -3 .12851 1.29626 41 7 0 59561 5 9 588 4 130 15 1 7.5 0 .19 148 0.00937 4171 59436 5 9461 8 130 9 7 -302 .5723 -1.93125 0 .19 36 4172 59476 5 9477 6 130 2 20 -243.20883 -2 .7 5973 1.189 79 41 7 3 59597 59577 6 130 14 0 -300 .93661 -3 .41478 1 .12 329 41 7 4 59521 5 95 97 6 130 2 3 0 -2 93 .15662 -3 .3265 1 .75 8 4 17 5 59605 59 52 1 8 13 0 2 15 174 .82346 1 .11586 0 .1554 417 6 59441 59605 8 130 28 0 184 .82346 1.17969 0 .22 43 4177 59437 59441 8 130 7 0 -608 .55505 -3 .88427 0 .50964 4 178 59456 59457 6 130 36 0 7 86 .49408 8 .92448 17.11404 4 17 9 59449 5 9429 6 130 240 -86.94057 -0 .98653 0.193 15 418 0 59456 5 9449 6 130 140 -213.20901 -2.41932 0 .59332 4 18 1 59429 5 9 53 7 6 130 285 105 .54806 1 .19767 0 .32846 41 82 59432 5 9636 6 130 75 -351 .8071 -3 .99201 0 .80359 4 18 3 59636 59521 6 130 185 -356.807 1 -4 .04875 2 .034 7 41 84 59496 5 94 6 5 8 130 341 582 .10968 3 .71548 2 .2865 9 41 85 59650 5 9 3 87 12 130 44 -7 04 .63593 -1 .9989 0.05832 4 186 59428 59651 12 130 65 -1061 .6781 -3 .01176 0 .18405 4 187 59461 59564 8 13 0 57 13 .33 0 .08508 0.00037 - 4 188 59651 5 9650 12 130 190 1 101.67798 -3.12523 0.5761 7 4 18 9 59464 59421 8 130 436 -619.7923 -3 .956 3 .2837 5 EXHIBIT 9B MikeNET Analysis Description: P eak Day with Cottages & Future Development with Fireflow @ Node 59457 Results -Junction Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (Qpm) 18 87 319 .629 490.42017 74.00381 0 1905 316.19901 487.28671 74.13231 0 .286 1975 325 491 .74899 72.25234 0 6796 323 491 .76169 73.12444 0 36319 300 486.42639 80 .77856 0 59319 312 485.05774 74 .98592 0 59320 3 13 .5 484.89923 74 .26729 0 59321 312 485 .09286 75 .00 114 0 59322 312 485.1431 75 .0229 14 .35 59323 312 485.19647 75.04603 0 59324 313 .75 485.27335 74.32107 24.6 59325 322 485.49368 70 .84181 12.3 59326 312 485.1528 75 .02711 0 5932 7 306 485.25494 77 .67117 14.35 59328 311 485.30853 75 .52789 0 593 29 304 485.42627 78 .612 36 .9 59330 305 485.60736 78 .25717 0 59331 312 485 .72141 75 .27348 0 59332 318 485.72647 72 .67588 36.9 59333 310 486 .0712 76 .29165 7 .18 59334 309 485 .9899 76 .68972 0 593 35 304 .75 485 .82108 78.4581 14.35 59 336 302 486 .59534 79.98516 2.43 59342 309 486 .77176 77.0285 0 59343 312.75 484 .86264 74 .57641 0 59370 312 486 .76715 75.72661 0 59372 326 485 .58121 69.14654 0 59383 326 485 .74738 69 .21854 0 59384 325 486 .23862 69 .86469 0 59385 321 486.61002 71 .75882 0 59386 320 486 .51413 72 .15057 19 .33 59387 318 486 .51184 73.01618 23 .52 59388 304 486.87143 79.23819 22.5 59389 316 487 .17639 74 .17073 15.94 59405 284 485 .73767 87.41293 0 59406 292 486 .02435 84.07076 64.93 59407 298 485 .32263 81 .16689 70.71001 Junction Elevation Pressure Demand ID Description (ft) Grade (ft) (psi) (gpm) 59409 328.5 484.48477 67 .5882 0 59410 328 484.85553 67.9655 0 59411 327 485 .362 43 68.61844 145 59412 327 487.76245 69.65837 0 59413 324 487.34399 70.77695 27 .16 59414 320 486.96631 72.3465 22 .5 59415 328 489 .88577 70 .1451 0 59416 327 490.82523 70 .98547 0 59417 323 486.44751 70 .82181 0 59419 317 .914 487.89117 73.65111 6 59420 321 488 .76498 72.69257 28 .5 59421 327 .25 483.61176 67 .75155 145 59425 325.70001 485.2106 69 .11594 5 .56 59428 323 .29999 485 .6933 70 .36501 5 59429 339 .20001 472 .96228 57 .95919 10 59432 336.79999 473 .52081 59 .24113 5.83 59433 332 479 .50723 63.91488 0.83 59436 330 .5 479 .72864 64 .66077 5 .83 59437 326.70001 476 .22916 64 .79099 3.33 59440 332 .20001 474 .06705 61.47099 20 .83 59441 328 476.7388 64.44852 16.67 59444 327.5 478 .09897 65 .25453 1.11 59445 336 .20001 473 .03232 59 .28944 8 .61 59449 339 .20001 472 .7 6913 57 .87551 8 .61 59456 340 472 .17581 57.27178 11 .11 59457 345 .29999 455 .06177 47 .55977 1518.89001 59460 341 .5 470 .89301 56 .06599 11 .11 59461 331 479 .92224 64 .52801 7 .22 59464 329 480 .328 65 .57043 296 .66998 59465 322 .5 479 .10483 67.85687 0 59473 330 .5 478 .31677 64 .04901 5.83 59476 330 .5 479 .00125 64.34559 8.33 59477 326.5 480 .19104 66 .59433 13.06 59480 323 .70001 481 .77002 68.49174 5.56 59484 324 .5 482.42102 68.42718 6 .94 59488 326 483 .72256 68 .34119 6 .94 59489 325.70001 485 .01883 69 .03285 5.56 59496 318 481 .39142 70 .7975 148.32999 59497 328 .79999 480 .25507 65 .62548 2 .08 59500 330 480.25513 65 .10555 2 .22 59504 329 .29999 480 .85455 65 .66859 5.56 59508 330 .79999 479.84833 64 .58264 2 .78 59512 326 .60001 483 .71442 68 .07767 5.56 59516 332 .20001 478.42929 63 .36115 11.11 59517 334 476.31149 61 .66357 15 .83 59521 334 476.3591 61 .6842 12 .5 Junctio n E lev ation Press ure Demand ID Description (ft) Grade (ft) (psi) Ca om) 59525 336 .79999 475 .07312 59 .91374 24 .17 59537 339 472 .63382 57 .90353 13.89 59541 320 .70001 484 .17001 70.83156 95.67 59548 323 .29999 483 .67291 69.48959 11 .67 59552 329.20001 483.37302 66.80317 8 .33 59553 329 483.35187 66 .88066 10 59560 330 480.85443 65.36523 2 .5 59561 331.5 479 .92026 64 .3105 5 .8 3 59564 330 .60001 479.92188 64 .70117 0 59565 327 483.37885 67.75896 5 .56 59569 328 481 .89063 66 .68081 6 .94 59577 331 .5 479.24039 64 .01591 1.67 59588 328.89999 479 .91089 65.43302 7 .5 59597 332 478.1171 63 .31254 7 .78 59605 -332 476 .5145 62 .61813 10 59636 335 .5 474.3244 60.15261 5 59650 319 486.45352 72 .55761 0 59651 323.29999 485.87735 70.44476 40 ---- ~u m x :r: a:J -I ...... 0 ------------· ----;~t WATERLINE IDENTIFIER MAP <"19 \ o, . I I -/~ 1 I 1 ~I' ~ \ ~ --1---- ----·-681..t ~ ----~~-~~--·· ... 0 m N . I I .. :~ ------...... . .// 901.t l l l I I I I I I I I I I I I I I I I I I I I I I I I I I rs'.a2C Js,323 "\s~2 ·1~~21 I I I I I I I l I I l l l I l l l I l l I l l l ----· i ' i -59325 -· I I ~1829 ----(a2l1-a 21 59~-----. - ~59336 ! I I il87S \ I ___ Ll_!O• I ~59189 \ '_59388 ._ .59370 ·, ,,\ \·~93 87 d\flN t131:l11N30f 3GON t131\f M Table 1 --------- ------------WATER LINE DEMAND DATA~ COTTAGES OF CS Demands Demands DemJnd5 ... ... ""' '"' '"' ""' '"' ,,,...,. unit demand ........ ......... "'""""" acres or -""' demand ""'""" pk demand acresot dem""' dem""' avg demand ,._ ..... ...... ""''"' ""'"-bed<oom """'"'"""' """ .... '""' De"""'"" bed"""" '""" ... com aam [)etrrintM --n~ ""' """ """ RelailF1 12 2700 32400 22.50 90.00 76 10 100 1000 0.89 2.70 .,1 .. 4 100 400 0" 111 Rel<lilF2 2 2700 5400 3.75 1!5.00 n 10 100 1000 0.89 2.7' "'165 2 100 200 0.1.4 056 Retal Bt 3 4300 14400 10.00 4000 ,. • 100 "" 0.'6 2.22 1'6 4 100 400 0.28 1.11 Retail 82 1 4300 -3.33 13 33 ,. • 100 "" 0.42 1.87 "' 2 100 200 0.14 0.'6 Retal B3 2 3'00 7000 4.'6 "" .. • 100 600 0.42 1.67 1 .. 2 100 200 0.14 0.56 MFA3 200UIK 20 5340 106000 7.4.17 29007 •1 . 100 ... 0.42 1.67 1'9 • 100 ... 0.3' 1.39 MFAl·Bac 20Cul'ac 6 5340 32040 22.25 "00 " 10 100 1000 0.89 2.71!1 170 • 100 900 0.63 2.50 MFA1-1oac 20dlllac 10 5340 53400 37.0tl 148 33 B 63 3 100 300 0.21 0.63 171 9 100 900 0.63 2.50 ""'"'"'"" 1 750 750 0.52 2.06 B .. 2 100 200 0.1 .. 0,. 172 3 100 300 0.21 0.83 11do1 20 100 2000 1.3lil 5.'6 .. 3 100 300 0.21 063 Bl!b17J 3 100 300 0.21 0.83 11do2 20 100 2000 1.39 556 B .. 3 100 300 0.21 0.63 Milin 174 • 100 900 0.53 2.50 .,,3 20 100 2000 1.39 5.56 17 2 100 200 0" 0.56 Blclo 175 • 100 900 0 53 2.50 ""'4 5 100 500 0.35 1.39 .. • 100 "" 042 1.67 RIM 176 ' 100 900 0'3 2.50 ~5 20 100 2000 1.39 5.56 81 .. 5 100 600 0.35 1.39 B10a 1n • 100 900 063 2.50 ..,, 20 100 2000 1.39 5.56 90 3 100 300 0.21 0.63 8IOQ178 • 100 900 063 2.50 ... 7 20 100 2000 1.39 5.6' " 1 100 100 O.o7 0.28 """1179 • 100 900 063 250 """'' 20 100 2000 1.39 556 ., 1 100 100 O.Q7 0" Blda190 • 100 "" 042 U17 ..... 5 100 500 0.35 1.39 " 3 100 300 0.21 0 63 Bklll181 6 100 "" 0'2 1.87 Blda10 20 100 2000 1.39 5.56 """''4 3 100 300 0.21 0.63 &dQ 182 12 100 1200 0'3 3.33 """" 5 100 ... 0.35 1.39 BiOOlilS 2 100 200 0.14 0.56 B1da 1'3 12 100 1200 0.83 3.33 Blda12 10 100 1000 0.69 2.7' ....... 5 100 ... 0.35 1.39 Bk! 184 12 100 1200 093 3.33 BIOQ 13 " 100 1000 0.69 2.7' _,, 5 100 500 0.35 1.39 Bia 185 12 100 1200 0.53 3.33 B!OO 1' 10 100 1000 069 2.78 _ .. 3 100 300 0.21 0.'3 BIClO 188 12 100 1200 0.'3 3.33 Bldo 15 10 100 1000 0.69 2.78 ..,,, .. 3 100 300 021 0.53 81ao187 12 100 1200 0.83 3.33 Bldo18 5 100 500 0.35 1.39 Blda 100 3 100 300 0.21 0.'3 Bldo 188 ' 100 900 0.63 2.50 .,.,,, 5 100 500 0.35 1.39 Bldo 101 • 100 eoo 0.42 1.87 Bldo 189 ' 100 900 0.63 2.50 " 3 100 300 0.21 0.83 Bl 102 4 100 400 0.28 1.11 Bide 190 • 100 ... 042 167 " 5 100 ... 0.35 1.39 Bl 103 3 100 300 0.21 0.'3 Bid 191 ' 100 900 063 2.50 20 3 100 300 0.21 0" 10• 5 100 500 0.35 1.39 Hll 192 12 100 1200 063 3.33 21 3 100 300 0.21 0" 106 4 100 400 0.28 1.11 Hlr 193 12 100 1200 0.83 333 22 5 100 500 0.35 139 "" 1 100 100 0.07 0.2' "' ' 100 900 0" 2 50 23 ' 100 500 0.35 1.39 107 1 100 100 0.07 0.2' 195 • 100 eoo 0.42 1.67 " 3 100 300 0.21 0" 106 1 100 100 O.D7 0.2' 106 6 100 eoo 0.,2 1.87 " 3 100 300 0.21 0.'3 100 . 100 eoo 0.'2 1.87 197 ' 100 900 0.63 2.50 26 J 100 300 0.21 0.53 110 • 100 eoo 0.56 2.22 1'6 12 100 1200 0" '" 27 5 100 ... 0.35 1.39 111 6 100 600 0.'2 1.67 B "' ' 100 900 0.'3 250 " 5 100 500 0.35 1.39 112 6 100 eoo 0.6' 2.22 200 3 100 300 0.21 0'3 29 1 100 100 0.07 0" 113 • 100 eoo 0.42 1.87 B 201 3 100 300 0.21 0.83 30 1 100 100 0.07 0.28 Bldc11' 4 100 400 0.28 1.11 202 ' 100 ... 0.03 2.50 31 4 100 ... 0.28 1.11 Bkta115 4 100 400 .,. 1.11 203 12 100 1200 0.'3 333 32 4 100 400 0.26 111 Bkttl118 • 100 eoo 0.<2 1 67 204 ' 100 900 063 2.50 33 5 100 500 035 "' Hnn117 3 100 300 0.21 0'3 205 • 100 900 093 2.50 .. ,.. 3 100 300 0.21 0" tjl(JQ118 4 100 400 0.28 1.11 ,.. 3 100 300 021 0.1!3 BJdo 35 3 100 300 0.21 0 53 B100 1UI 3 100 300 0.21 0.83 207 3 100 300 021 0.63 Blda36 3 100 300 0.21 0.'3 Bldg 120 3 100 300 0.21 0.'3 ~Bldo 1 100 100 007 0.28 """37 10 100 1000 0.69 2.7' 121 3 100 300 0.21 0'3 Blda36 10 100 1000 069 "' 122 3 100 300 0.21 0.63 Bk:I 39 10 100 1000 "' "' 123 J 100 300 0.21 063 .. "' 10 100 1000 0.69 2.70 124 4 100 400 0.28 1.11 01da'1 10 100 1000 0.69 2.78 120 3 100 300 0.21 093 Bid " 10 100 1000 069 278 126 1 100 100 0.07 0.28 _., 3 100 300 021 0" 127 1 100 100 0.07 026 """" 10 100 1000 0.69 2.78 "' 4 100 400 0.28 111 Blda45 10 100 1000 0.69 2.78 129 2 100 200 0.1' 0.56 . .,, .. 10 100 1000 0.69 2.78 130 4 100 400 0.28 1.11 Bl<JaH 10 100 1000 0.89 278 8 131 J 100 300 021 063 .. 4 100 ... 0.28 111 132 4 100 400 0.28 1.11 .. 3 100 300 0.21 093 133 3 100 300 0.21 0.'3 50 10 100 1000 0.69 2.78 13' 3 100 300 0.21 0.'3 " • 100 900 0.,2 167 135 6 100 "" 0.56 2.22 B " 6 100 eoo 0.56 222 "' 6 100 900 0.56 2.22 B " • 100 600 042 167 137 • 100 900 0.56 2.22 B .. • 100 600 0.42 1.67 136 3 100 300 0.21 0.'3 Bklo 55 10 100 1000 069 2" 139 4 100 400 0.28 1.11 B .. 10 100 1000 0.89 278 8 140 5 100 ... 0.35 1.39 B 57 10 100 1000 0.69 2.78 141 2 100 200 0.14 0.56 Bl .. 10 100 1000 0.89 2.78 8 142 1 100 100 0.07 0.28 BJ " 10 100 1000 "' 2.78 B 143 4 100 400 0.29 1.11 "' 60 • 100 '°' 042 187 8 144 2 100 200 0.14 0.56 B' " 4 100 400 026 1.11 145 3 100 300 0.21 0'3 B 62 J 100 300 0.21 0.63 "' 2 100 200 0.14 056 " 3 100 300 0.21 003 "' 2 100 200 0.1' 0.56 .. 3 100 300 0.21 0.83 "' 10 100 1000 0.69 2.78 65 1 100 100 0,07 0.28 "' 10 100 1000 0.69 2.78 Ill .. 10 100 1000 0.69 2.78 B 150 10 100 1000 069 2.78 " 10 100 1000 069 2.78 151 10 100 1000 0.69 2.76 .. 5 100 ... 035 1.39 152 10 100 1000 0.69 2.7' .. 10 100 1000 0.89 2.78 153 10 100 1000 06' 2.78 70 10 100 1000 0.89 2.78 "' 10 100 1000 0.69 2.7' B 71 10 100 1000 0.89 2.78 "' 10 100 1000 0.69 2.78 B 72 10 100 1000 "' 2.7' 156 10 100 1000 069 2.78 73 10 100 1000 0.89 2.76 "' 10 100 1000 0.69 2.7' " 10 100 1000 0.63 2.76 15' 3 100 300 0.21 0.'3 B1d " 10 100 1000 0.69 2.7' "' 3 100 300 0.21 0.'3 160 4 100 400 0.28 1.11 161 3 100 300 0.21 0.'3 162 3 100 300 0.21 0.'3 "' 2 100 200 0.14 0.56 TABlE 1 Table 2 WATER LINE NODE DEMANDS THE COTTAGES OF COLLEGE STATION Avg Water Pk Water Node Number Bu ilding Contributing to Segment Demands lonm) Demands lnnm) 59650 none 0 .00 0 .0 0 5965 1 RetailB-1 10.00 40 .00 59428 174, 175 1.25 5 .00 59425 6 1.39 5.56 594 89 7 1.39 5 .56 59488 8,9 1.74 6 .94 59484 10,1 1 1.74 6 .94 59480 12,13 1.39 5.56 59477 14, 15,196,197, 198 3 .26 13 .06 59476 199,200.201,202,62,63 2.08 8 .33 59473 203,204 1.46 5.83 59444 64.65 0.28 1.11 59465 none 0 .00 0.00 59496 10 ac future MF A1 37.08 148 .33 59343 none 0.00 0.00 59441 205,206,207, 138, 139, 137,61,60,59,58 4 .17 16.67 59437 140, 141, 142,143 0.83 3.33 144 , 145, 146, 147.148, 149, 150, 151, 132.13 59440 3,134,135,136 5.21 20 .83 59456 152, 153,154 .155 2.78 11 .1 1 156, 157, 158, 159, 160, 161 , 162, 163, 164, 16 59457 5, 166, 120, 121 , 122 , 123, 124, 125, 126 4 .72 18.89 59460 167, 168, 169,maln t, 11 7 , 118, 119, 75,76 2 .78 11 .11 59537 73,74 ,77,78,79,115 3 .47 13 .89 59429 1 10, 111 ,113,1 14.115,83,84,85 2 .50 10.00 59432 86,87,88,96.97 1.46 5.83 59445 98,99, 100, 101.102, 103, 104, 105 2 .15 8 .61 127, 128 , 129, 130, 131 , 106, 107, 108, 109.11 59449 2 2 .15 8 .6 1 59525 66 ,67 ,68,69, 70, 71 , 72,80.81 ,82 6 .04 24 .17 59517 41 ,42,46.47,48,49.50 3 .96 15.83 59636 89,90,91 ,92.93.94.95 1.25 5.00 59521 27 ,28.29.30,31.32,33,51,52,53, 3 .13 12 .50 59605 54,55,56,57 2 .50 10.00 59597 22,23,24,25.26,34.35,36 1.94 7 .78 59577 20.21 0.42 1.6 7 59508 16.17 0 .69 2 .78 59500 18,19 0 .56 2.22 59497 clubhouse 0 .52 2 .08 59516 39.40,44,45 2 .78 11 .11 59433 43 0.21 0 .83 59461 37,38, 195 1.81 7 .22 59561 194,193 1.46 5 .83 59588 190,19 1,1 92 1.88 7.50 59464 future MF A3 74 .17 296.67 59569 3,4 1.74 6 .94 59512 1 1.39 5 .5 6 59541 170, 171 .172 , 173+6 ac future MF A 1 23.92 95.67 59548 176, 177, 178, 179,180 2 .92 11 .67 59436 187,188 1.46 5.83 59504 5 1.39 5.56 59560 189 0.63 2 .50 59565 2 1.39 5 .56 59552 18 1,182,183 2.08 8 .33 59553 184,185,186 2 .50 10.00 59564 none 0 .00 0.00 59421 36.25 145 TABLE2 Table 3 WATER LINE LENGTH DATA THE COTTAGES OF COLLEGE STATION Pioe Number From Node ·To Node Lenalh (ft) Size (in) 4188 59650 59651 190 12 4186 59651 59428 65 12 4159 59428 59541 235 4 4130 59428 59425 205 12 4146 59425 59489 110 8 4169 59489 59488 190 6 4145 59488 59484 200 6 4144 59484 59480 105 6 4143 59480 59477 265 6 4172 59477 59476 220 6 4142 59476 59473 135 6 4141 59473 59444 45 6 4140 59444 59465 150 8 4184 59465 59496 341 8 4147 59496 59343 340 8 4134 59444 59441 110 8 4177 59441 59437 70 8 4176 59441 59605 280 8 4175 59605 59521 215 8 4154 59521 59517 190 8 4157 59517 59525 140 8 4155 59525 59537 295 8 4181 59537 59429 285 6 4179 59429 59449 240 6 4131 59429 59432 145 6 4182 59432 59636 75 6 4183 59636 59521 185 6 4135 59432 59445 240 6 4136 59445 59449 145 6 4180 59449 59456 140 6 4133 59437 59440 300 8 4137 59440 59456 280 8 4178 59456 59457 360 6 4138 59457 59460 380 6 4158 59460 59537 165 8 4153 59517 59516 305 8 4152 59516 59433 150 8 4132 59433 59436 115 8 4170 59561 59588 151 4 4171 59436 59461 97 8 4187 59461 59564 57 8 4164 59564 59561 65 6 4139 59461 59464 180 8 4156 59433 59508 165 8 4168 59508 59577 75 6 4173 59577 59597 140 6 4174 59521 59597 230 6 4150 59508 59500 55 8 4149 59500 59504 80 8 4148 59500 59497 90 6 4163 59504 59560 90 6 4167 59504 59569 135 8 4166 59569 59565 190 8 4161 59565 59552 130 6 4162 59552 59553 200 4 4165 59565 59512 40 8 4160 59512 59548 295 4 4151 59512 59425 170 8 4189 59464 59421 436 8 1)-BLE 3 CAPSTONE PHASE 1 PLAT DRAINAGE ANALYSIS ADDENDUM APRIL2011 Prepared for: ROB HOWLAND, COO CAPSTONE -CS, LLC 431 OFFICE PARK DRIVE BIRMINGHAM, AL 35223 Submitted to LLE E TA I N 11. e I earr of the Reuarcl. Vi llry By MITCHELL MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE , SUITE 204 COLLEGE STATION, TX 77840 OFFICE (979) 260-6963 FAX (979) 260-3564 CERTIFICATION This addendum for the drainage des ign fo r the Capstone Phase 1 Plat was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits requ ired by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued . Veronica J .B. Morga , P.E., C .F.M. Registered Professio al Engineer State of Texas No. 77689 Firm #F-1443 Capstone Phase I Plat Drainage Addendum Letter This letter is an Addendum to the Drainage Report titled "The Cottages of College Station -Street Design Drainage Analysis" dated March 2009. In that report, the drainage system for the new Holleman Drive Extension and the surrounding interior street system was designed . Holleman Drive has been constructed using the data from that report but the interior street system has not yet been constructed . Since that report was written there have been a few modifications to the interior street system . These streets consist of Cottage Lane (formerly Manor Avenue), Market Street and Junction Boys Road (formerly Cottage Lane). This addendum addresses the drainage system of these 3 streets and the changes from the original report. In the original report there was a single 5' curb inlet on Manor Avenue at Holleman Drive and 3-5' inlets at the intersection of Manor Avenue and Cottage Lane. These inlets were all connected by storm sewers and drained to the back of inlet {INll) on Holleman Drive. These 3 -5' inlets were placed at that intersection directly in front of the Cottage multi-family development to pick up storm water that was being drained from the future site development to the street . This is no longer the case and the intersection of Cottage Lane and Market Street (the same intersection as Manor Avenue and Cottage Lane in the original report) is the high point and all water from this intersection drains toward Holleman Drive . All Cottage development onsite storm water no longer flow to this intersection, rather it all flows to the west toward their detention pond system. So the modifications to the original report are the storm drain SD-2 and inlets IN13 and IN16 are no longer being constructed and IN12A (now IN11B) will be constructed in a new location . Storm drain SD -5 and IN15 has also been deleted from the system as well as storm drain SD-3 along with IN14 and IN9A. Storm drain SD-4 on Market Street @ Holleman Drive was constructed with the Holleman Drive construction . With this new street layout, Cottage has a landscape median section and will contain 2-5 foot inlets at the intersection with Holleman Drive. These two inlets are numbered IN11A and IN11B and are connected with an 18" RCP pipe that drains to the back of IN11 on Holleman Drive. Overall Drainage Area Map & Minor Drainage Area Map Attached is the new drainage area map (Exhibit 1) which was in the original report but had the old Cottage site layout on it. This updated map reflects the new Cottage layout as well as the new interior road system (Cottage, Market and Junction Boys Road). As seen on this map EA-7A is the drainage area for Cottage Lane . This area for the post developed runoff has been split i nto two developed areas called DA-llA and DA-llB {See Exhibit 2), which each flow into one of the new 5-foot inlets, called INllA and INllB, respectively . EA-llA is the drainage area of Market Street and it has been split into drainage areas DA72, DAlOA and DAlOO for post developed flows {See Exhibit 2). DAlOA flows to INlOA, DA72 drains to IN72 and DAlOO flows to offsite to the pond . These drainage areas and flows were developed to assure that the inlets and pipe constructed with Holleman Drive are still sufficiently sized . Runoff Calculations In this analysis we have assumed that drainage area DA-llC {which is the drainage area for Lot 1, Block3 -0.88 acres) is fully developed and will flow to the back of inlet DA-llB. This will allow this small lot to go undetained in the future. Exhibit 3 shows the results of the Rational formula flow calculations for all drainage areas that flow to this interior street system. Pipe Capacity Calculations Exhibit 4 shows the pipe calculations for the pipe system that runs from INllA to INllB and then on to INll on Holleman Drive. As seen on the exhibit, an 18" storm sewer is sufficient to handle the flow from DAllA, DAllB and DAllC. Also the pipe system that runs from IN72 to INlOA and then to INlOB, all existing inlets and pipes at Market and Holleman Drive is also sufficiently sized at 18", confirming that the pipe size and slope that were constructed with Holleman Drive are sufficient. All pipe slopes shown in Exhibit 4 for the Market Street system (IN72, INlOA and INlOB) were those from the Holleman plans. Inlet Capacity Calculations Exhibit 5 and 6 show the inlet calculations for the 10-year and 100-year events for each of these inlets. As seen on Exhibit 5, a 5 foot inlet is sufficient for every inlet being designed . While Exhibit 6 illustrates that in the 100-year event the ponding depth in front of each inlet is less than 6 inches with the only exception being IN72 . At that inlet the ponding depth is .7 feet but since it is an inlet in sump the available ponding depth is .83 feet due to the depression . O/fsite Flow DAlOO is the only area which drains offsite . In the original report this system consisted of storm drain SD-3 along with IN14 and IN9A, which have now all been deleted . The original discharge to this outfall location was 3.4 cfs in the 10 year event while DAlOO now only discharges is .9 cfs which is well below the original design . Conclusion The design of the interior street system is compatible with the design of Holleman and its associated drainage infrastructure and culverts. All storm sewers and inlets designed for these interior streets meets or exceeds the criteria in the City of College Station Drainage Design Guidelines. -----~---- ' HOLLEMAN DRIVE ADDENDUM ARFA WPS CAPSTONE PHASE 1 PLAT Mitchell &: Morgo n , LLP. Consulting Engineers and Constructors 511 un;vers;ty Drhte East . Su;te 204 Coll~ StoHon . TX 778 40 (979) 260-696.3 ru: (97!1) 260-3564 I t • ., ~· - Lx . ) ,.~{'_v .. ,v ~~ ~, ,..~v ~~\ ·~· ~L, 0 ~v ii f "°A1-,.~~v "'!J';..':J U) 'y N ~v ., ~?· .l: f.'•J :.,7..'0 ~f,v « ., co ~ ;= ~ 0 ;= a:: ..... ..... < < 0 ... ... 0 w w z .... 0 0 ..... Cl a:: j z < z z ... < < w 0 ji!= j ffi i!= z ..... ,,, ~ ..... ~ ,,, ~ a:: Cl a:: ..... I: Cl ~ ~ ~z ~ ..... ::> z ~ < ~ 0 Cl Q. o~ o~ Cl ~ NO. AC. 0.45 0.95 ft. ft. ft. DA11A 0.22 0.00 0.22 0.21 1.0 1.0 236.0 DA11B 0.33 0.00 0.33 0.31 1.0 1.0 240.0 DA11C 0.66 0.00 0.73 0.77 1.0 1.0 240.0 DA72 0.67 0.00 0.67 0.64 1.0 1.0 400.0 DA10A 0.10 0.00 0.10 0.09 1.0 1.0 200.0 DA100 0.10 0.00 0.10 0.10 1.0 1.0 50.0 EXHIBIT 3 RATIONAL FORMULA DRAINAGE AREA CALCULATIONS HOLLEMAN DRIVE ADDENDUM LETTER ~ ..... ... r: a:: ~ ~ ..... 8 ~ ..; ::> ..... ..... w ~ ii ,,, a .., Cl ~ 0 ::> ~ !!! a ft. ft/s min min In/Hr cfs In/Hr cfs 5.0 2.9 1.4 10.0 6.33 1.3 7.7 1.6 5.0 2.9 1.4 10.0 6.33 2.0 7.7 2.4 5.0 2.9 1.4 10.0 6.33 4.9 7.7 5.9 6.0 2.4 2.6 10.0 6.33 4.0 7.7 4.9 3.0 2.4 1.4 10.0 6.33 0.6 7.7 0.7 1.5 3.5 0.2 10.0 6.33 0.6 7.7 0.6 1of1 C> C> ~ ~ C> C> C> .. .., C> C> .. :: a ~ a !!! a :: a In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 6.6 1.6 9.9 2.1 11.1 2.4 12.5 2.7 6.6 2.7 9.9 3.1 11.1 3.5 12.5 3.9 6.6 6.6 9.9 7.6 11.1 6.6 12.5 9.6 6.6 5.5 9.9 6.3 11.1 7.1 12.5 6.0 6.6 0.6 9.9 0.9 11.1 1.0 12.5 1.2 6.6 0.9 9.9 1.0 11.1 1.1 12.5 1.2 EXHIBIT3 m x I OJ =i .,,.. -zzzz ....... "'-J .............. 0 f\J .............. }> OJ}> ---zzz-.................... z 00.....L....L OJ }> }> __.. 00 .............. :....i °':..... w ............................ 0000 ~oo:..... ooc;o 0 en CJl co __.. .......... WCJ'IW:._. -....J O'> .............. •. ....l.VJ ooco:....i<o ............................ -....J O'> _.. ....... .. ....LVJ ooco:....i<o 00 ............. ~wo~ -..i en .i:.. oo OQ....t.....L <n<no<n OOCJ'IN ............................ 00 00 00 00 .i>. .i>. en oo a,a,a,o 00 CX> .............. • • -" ,+:ii. ................ -..J __.. -l>-CJ'l-1>-CO enOCJ'l-1>- 0000 :......:......:......N -..J00-"0 ............................ 0000 w:......:......w CJl 00 .,,.. .,,.. :it INLET NO. :it:TO INLET '(;TOTAL CA §.Tc ~ Design Storm 0 Unadjusted in' Design Flow Adjusted ~ Design Flow :ii: No. of Pipes ~ Flow Per Pipe * Friction Slope *-Pipe Slope •SIZE ~VEL. ~Capacity -LENGTH §· Travel Time §-Tc@ End EXHIBITS T HE COTTAGES OF COLLEGE STATION INLET CAPACITY 10-YEAR STORM SUMP CURB (Re c essedJ(10 y ear storm) Drai nage Q (cfs) Q c logged y* Len gth o f Inlet Area (10%) (ft) Needed (ft) IN 1 1A 1.84 2 .02 0 .83 0 .89 IN 11 B 2 .70 2 .97 0 .83 1.31 IN72 5 .50 6 .05 0 .83 2 .66 IN10A 0 .81 0 .89 0 .83 0 .39 Note* Recessed inlets curb opening = SUMP CURB: Height of curb +depression Q = 3 .0*l *y A1 .5 y = 6 "+4"=equal 10" L= Q/(3 .0*yA1 .5) EXHIBIT6 THE COTT AGES OF CO L LEGE STATION INLET CAPACITY 100-YEAR STORM WSE SUMP CURB (Recessed )(100 year storm) Drainage Q (cfs) Q c logge d Length of Inlet Calcu lated F lowline at A r ea (10%) Selected (ft) "v" l ftl Inlet IN 11 A 2 .67 2 .93 5 0 .34 317 .98 I N 1 1B 3 .92 4 .3 1 5 0 .44 318.08 IN 72 7 .97 8 .77 5 0 .70 319.83 I N 10A 1.18 1.30 5 0 .20 319.42 1 of 1 WSE 3 18 .32 318 .52 320.53 3 19.62 Exhi bits 5 & 6 THE COTTAGES OF COLLEGE STATION DRAINAGE ANALYSIS March 2011 Prepared for: ROB HOWLAND , COO CAPSTONE -CS , LLC 431 OFFICE PARK DRIVE BIRMINGHAM , AL 35223 Submitted to LLE E TA I N ti. e J e11rr of tht Rtsea rd V11Lley By M MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE , SUITE 204 COLLEGE STATION , TX 77840 OFFICE (979) 260-6963 FAX.(979)260-3564 The Cottages of College Station Drainage Analysis INTRODUCTION The purpose of this drainage report is to present an analysis of the necessary drainage infrastructure for the proposed Cottages of College Station development. The new residential site will be located in south College Station , near the Harvey Mitchell Pkwy (FM2818) and Holleman Drive intersection , adjacent to the newly constructed Cottage Lane and Market Street. The newly constructed roads will be connected to the S. Holleman Drive Extension . Holleman Drive has been extended from Harvey Mitchell Pkwy (2818) to Jones-Butler Road. The dra inage report provides analysis for the infrastructure required to facilitate attenuation and removal of onsite flow . The report includes the analysis of the 54.4 acre property . GENERAL LOCATION & DESCRIPTION The Cottages of College Station development will be located in College Station , Texas , south of the Harvey Mitchell Pkwy S (FM2818) and Holleman Drive intersection . The site is currently undeveloped . The development is situated at the top of the White Creek Drainage Basin as seen on Exhibit 1. The site will gain driveway access from Cottage Lane and Junction Boys Road , which are located on the north and northeast sides of the site . The proposed development includes a clubhouse , one , two , three, and four bedroom apartments , three, four and five bedroom duplexes , five bedroom fourplexes and one , two , three , four & five bedroom cottages. Exhibit 3 illustrates the types of units that will be constructed on the site along with the numbers of bedrooms in each unit. All underground utilities on the site will be constructed in a single phase . Proposed stormwater systems will be used to convey runoff from the site . Additionally, the development will include the construction of two detention ponds that will provide detention storage for the project. Onsite detention will utilize Tributaries 1 & 3 as storage facilities . DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the Bryan/College Station USDG . As such : • Design rainstorm events consist of the 5-, 10-, 25-, 50-and 100-year, 24 hour duration hypothetical frequency sto r m events in order to analyze the effectiveness of the detention facilities as well as capture conservative peak flow values . • Flow calculations are based on the Soil Conservation Service Curve Number Loss Method . Curve Numbers are based on soil type and land use in the subbasins and impervious cover data was used to calculate percent impervious. • The target peak runoff rate for the post-development condition is that of the pre- development peak flow rate at the study confluence . The analysis locations for the study are identified as two tributaries , Tributaries 1 & 3 , of White Creek located on the west side of the property as well as a study point NE and NW for portions of the site in the proximity of S. Holleman Drive . The effects of the proposed development at the study confluences will be considered in determining whether the design object ives were satisfied. PRIMARY DRAINAGE BASIN DESCRIPTION The proposed project site is located within the White Creek Drainage Basin. As demonstrated in Exhibit 2. 1, the property does not lie within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 0182C , with an effect ive data of May 22, 2008 . With the adoption of the LOMR on May 22 , The Cottages of College Station Drainage Report 2008 , the regulatory floodplain was no longer extended up Tributary 1 and 3 within the Cottages development. Exhibit 2 .2 was prepared for modeling of the culverts on S. Holleman Drive and general information purposes. Tributary 1 and 3 per FEMA do not contain any regulatory floodplain on the Capstone property. All regulatory floodplain ends at the 2818 Place Properties property line . Only the main branch of Tributary 1 contains regulatory floodplain within the Capstone property and this branch does not affect the Cottages site development. The 100- year floodplain depicted on Exhibit 2 .2 for the Tributary 1 and 3 are not regulatory floodplain but rather the water surface elevations in these channels for a 1 % recurrence interval storm event. Currently, there are no offsite drainage sources to the site . All drainage areas will be located onsite and will drain to four outfall points. These are discharges to the existing Tributaries 1 & 3 of Whites Creek on the west property line of the subject tract, a discharge to the NW of the site and a discharge to the NE of the site . The site consists of grasslands and approximately 50% tree cover. The tree cover is mainly covered along the tributaries of White Creek . Percent impervious cover for the site will be computed for the pre-development and the post- development conditions. STORMWATER RUNOFF ANALYSIS ON-SITE STORM SEWER SYSTEM Pre-Development Drainage Basin The pre-development analysis for the Cottages development consisted of 24 drainage basins (See Exhibit 4). These basins were used to create the drainage area divides and compute flows for each of the four study points. Site Plan Post-Development Drainage Basin The development of the multi-family residential buildings will result in a significant addition of impervious cover and a larger peak runoff rate from the site . The post-development analysis of the Cottage project includes a large portion of the 85 drainage subbasins (contained within the Area of Focus) as seen in Exhibit 4 . All subbasins , within the site area of focus, will drain through a proposed stormsewer system to the proposed detention ponds located in Tributaries 1 & 3 and one small pipe discharges to the NE toward an existing small pond . The stormsewer system was designed as two separate systems that would release flow from the site to one location within each detention pond. Each stormsewer system was designed to contain approximately half of the development. Stormsewer infrastructure was sized based on rational method flows determined from defined proposed drainage areas as shown in Exhibit 4A. Exhibit 5 illustrates the pipe sizes calculated using the runoff from each of these drainage areas. Because the site contains areas where structures are clustered with internal green spaces, the pipes were sized for the 100-year event rather than the 10-year event. This was to prevent any significant ponding within these clustered green space areas . Hydraulic grade lines (HG L's) were calculated for the stormsewer system for the 10-and 100-year storm events and can be seen in Exhibits 6.1 and 6.2 for the 10-yr and 100-yr HGL 's, respectively. Tailwater elevations for the stormsewer system were based upon calculated water surface elevations in the detention ponds for each storm event. Inlet capacity calculations (Exhibit 7. 1 & 7. 2) were performed for the 10-and 100-year storm events to size proposed curb and grate inlets. Peak runoff rates were calculated using the Rational Method (Exhibit 4A) and used to size the inlets . All curb inlets will be standard 5', and The Cottages of College Station Drainage Report 2 1 O' inlets , sized for the 100-year event. Grates were sized as well for the 100-year event and the results can be seen in Exhibits 7. 1 and 7. 2 . HEC-HMS General Information For the purpose of this analysis , storms were generated for all studied rainfall events using the depth-duration data taken from the National Weather Service TP-40 . The storms generated were used for post-development analyses . Post-development hydraulic modeling was performed for all specified rainfall events and included the required 2-through 100-year rainfall events specified by Bryan/College Station USDG . Pre-development conditions were defined by modeling contained in the Place Properties Flood Analysis generated by Dodson & Associates , Inc. Runoff losses due to infiltration and initial abstractions were calculated using the SCS (NRCS) Curve Number Loss Method . These parameters were calculated using the Curve Number, established from soil type in the Brazos County Soil Survey, and percentage of impervious cover in the basins . The project drainage basin consists of Type D soil with a Curve Number of 75 for Antecedent Moisture Condition (AMC) II. Direct runoff hydrographs were generated us i ng the calculated runoff depths and the SCS dimensionless unit hydrograph . This analysis was performed for all four study points . Pre-Development Drainage Basin Basin runoff was computed for the flows contributing to Tributary 1 and 3 as well as the study points NW and NE . Tributaries 1 and 3 are designed to be used as detention facilities for onsite drainage. Total peak runoff from Tributaries 1 and 3 and study points NE and NW are shown below in Table 1. A schematic of the HEC-HMS drainage basin model for the existing conditions can be seen in Exhibit 8. 1. Post-Development Drainage Basin The increased runoff from the development drains to the two pond and are reduced with outlet structures . The outlet structure for Tributary 1 detention pond consists of a 24" RCP and 20' emergency overflow weir that will drain directly into the existing Tributary 1 reach . The outlet structure for Tributary 3 detention pond is similar and consists of a 24" RCP and 20 ' emergency overflow weir. The weir and orifice will directly discharge into the existing creek. As seen on Exhibit 8.2 , the HEC-HMS modeling consists of the onsite flow being routed through the pond and discharging into the existing Tributaries 1 & 3 . As seen in Table 1 below, the detention ponds have effectively reduced the runoff to predevelopment levels . Only on Pond 2 for the 2-year event flow is there any increase in runoff. Because we are utilizing a natural creek bed to detain in we chose not to reduce the diameter of the orifice to contain this flow . The concern is with clogging of a pipe smaller than 24 inches when there is existing vegetation along the undisturbed creek beds . Detention will be used by constructing berms at the downstream point of the tributaries but upstream from the property boundary such that velocities can be reduced prior to the property line . The berms will be graded with 4: 1 slopes with heights of 15.5 feet (Pond 1) and 10 feet (Pond 2). . Exhibits 9 & 1 O illustrate these berms as well as the pipe outlets . The detention pond size was determined using the ultimate development of the Cottage development as well as the addition of the A-1 multi- family site . The future development of all retail sites and multi-family A-3 have not been accommodated within these ponds . The Cottages of College Station Drainage Report 3 Table 1: Hydraulic Model Results Study Study Study Point Pond 1 Pond 2 Pond 2 Point NE Point NE NW Existing Pond 1 Existing Proposed Existing Proposed Existing Storm Flow Proposed Flow Flow Flow Flow Flow Event (cfs) Flow (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2 yr 42 .7 37.8 27 .3 34.4 22.4 8.7 21.6 5yr 73.3 47.2 46.6 41.8 37.6 11.9 35 .5 10 yr 86 .8 50 .9 54 .9 44 .3 43 .7 13 .1 40 .8 25yr 105.4 54 .8 66.6 47.4 52 .7 15.2 48 .8 50 yr 121 .1 57 .3 76 .4 49 .3 60 .2 16 .8 55.4 100 yr 136 59.7 85 .7 51 .2 67 .2 18.4 61 .6 CONCLUSION Although the development of the new Cottages of College Station will significantly increase volume of runoff from the site along with the future development of the A-1 multi-fam il y site, the proposed on-site detention facilities were designed to mitigate the effects of the development of these developments (see Table 1). The changes in the drainage patterns that occur as the result of developing the tract will have little impact on the properties surrounding the site. The Cottages of College Station Drainage Report 4 Study Point NW Proposed Flow (cfs) 0 0 0 0 0 0 ATTACHMENTS EXHIBIT 1: EXHIBIT 2 .1 EXHIBIT 2.2 : EXHIBIT 3: EXHIBIT 4 : EXHIBIT 4A: EXHIBIT 5 : EXHIBIT 6 .1: EXHIBIT 6 .2 : EXHIBIT 7 .1: EXHIBIT 7 .2 : EXHIBIT 8 .1A: EXHIBIT 8 .1 B: EXHIBIT 9 : EXHIBIT 10: General Location Map Firmette -FEMA Map Panel 0182C (Effective May, 2008) Topographic Map and Floodplain Comparison Site Development Map Drainage Area Map -Existing & Ultimate Development Rational Formula Drainage Area Calculations Pipe Capacity Calculations HGL Calculations -10-Year Storm HGL Calculations -100-Year Storm Inlet Capacity Calculations -10 Year Storm Inlet Capacity Calculations -100 Year Storm HEC-HMS Subbasin Map -Existing HEC-HMS Subbasin Map -Proposed HEC-HMS 5-year Existing & Proposed Conditions Output HEC-HMS 10-year Existing & Proposed Conditions Output The Cottages of College Station Drainage Report 5 ;-5 ~ ~ 0 0 ~ 0:: ..J ..J < < c LL LL 0 w w z I-c c ..J C> 0:: 5 z < z z LL < < w 0 5 ;: 5 0:: :I: .Z ..J "' :::E ..J w I-< "' w < 0:: C> 0:: ..J I-C> ~ I-~ > I-wz w ..J I-z 0 < 0 >w >< :::> w c I-C> 0.. I-0 ..J 0 LL C> ..J NO. AC. 0.45 0.95 ft. ft. ft. DA-B1 I 1.48 0.01 I 1.41 1.37 1.0 1.0 1.0 DA-G1 0.77 0.04 0.73 0.72 1.0 1.0 1.0 BG1 0.00 I o.oo o.oo I 0.00 1.0 1.0 1.0 DA-F1 0.53 0.21 0.32 0.40 I 1.0 1.0 1.0 BF1 0.00 0.00 0.00 0.00 1.0 1.0 1.0 DA-E3 0.55 0.36 0.19 0.34 1.0 1.0 I 1.0 DA-E2 0.40 0.26 0.14 0.25 1.0 1.0 1.0 DA-E1 0.49 0.20 0.29 I 0.37 1.0 1.0 1.0 BE1 0.00 I o.oo 0.00 0.00 1.0 1.0 1.0 DA-A3 I 0.89 I o.o9 0.80 I 0.80 1.0 1.0 1.0 AB1 0.00 o.oo I o.oo I 0.00 1.0 1.0 1.0 DA-A2 0.73 0.01 0.12 I 0.69 1.0 1.0 I 1.0 DA-AC1 0.89 0.04 0.85 0.83 1.0 1.0 I 1.0 DA-L1 I 0.53 I o.so 0.03 0.25 1.0 1.0 I 1.0 DA-L2 I 0.74 I 0.10 o.o4 I 0.35 1.0 1.0 1.0 DA-L3 0.62 o.34 I 0.28 I 0.42 1.0 1.0 1.0 DA-L4 I 0.29 0.01 I 0.21 0.27 1.0 1.0 1.0 DA-KL1 I 0.76 0.02 0.74 0.71 1.0 1.0 1.0 DA-C3 0.75 0.04 0.71 0.69 1.0 1.0 1.0 DA-C2 0.92 0.09 0.83 0.83 1.0 1.0 1.0 DA-C1 0.36 0.13 0.23 0.28 1.0 I 1.0 1.0 DA-J1 0.84 0.25 0.59 0.67 1.0 I 1.0 I 1.0 CJ1 0.00 0.00 0.00 0.00 1.0 1.0 1.0 DA-01 1.12 I o.34 0.79 0.90 1.0 1.0 1.0 CD1 I 0.00 o.oo I o.oo o.oo I 1.0 1.0 1.0 DA-T1 0.19 0.02 I 0.11 0.17 1.0 1.0 I 1.0 DA-T2 0.21 0.02 0.19 0.19 1.0 I 1.0 1.0 DA-CT1 0.63 0.09 0.53 0.55 1.0 1.0 1.0 DA-CK1B 0.53 0.13 0.39 0.43 1.0 1.0 1.0 DA-CK1 0.57 0.08 0.48 0.49 1.0 1.0 1.0 DA-A1 1.83 0.09 1.74 1.69 1.0 1.0 577.0 DA-S1 I 0.28 I 0.11 0.11 0.18 1.0 1.0 1.0 DA-S2 0.30 I 0.18 0.12 0.19 1.0 1.0 1.0 DA-S3 0.41 0.06 0.35 0.36 1.0 1.0 1.0 DA-S4 0.53 I 0.08 0.45 0.47 1.0 1.0 1.0 DA-S6 I 2.36 I 2.24 0.12 1.12 1.0 I 1.0 637.0 DA-SS 0.14 o.oo I 0.14 0.13 1.0 1.0 I 1.0 EXHIBIT 4a RATIONAL FORMULA DRAINAGE AREA CALCULATIONS THE COTTAGES OF COLLEGE STATION ~ 0 ..J LL ~ 0:: u 0 w I-0 I= ..J 0 I-:::> ..J ..J ..; w C> ~ w ii "' N .... > 0 :::> !::! C1 !!! C1 ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 10.4 0.0 10.0 6.33 8.7 7.7 I 10.5 I 1.0 10.4 0.0 10.0 6.33 4.5 7.7 5.5 1.0 I 10.4 I 0.0 I 10.0 6.33 I 0.0 7.7 I 0.0 I 1.0 10.4 0.0 I 10.0 I 6.33 I 2.5 7.7 I 3.1 1.0 I 10.4 I 0.0 I 10.0 I 6.33 0.0 7.7 I 0.0 I 1.0 I 10.4 I 0.0 10.0 6.33 2.2 7.7 2.6 1.0 I 10.4 0.0 I 10.0 6.33 1.6 7.7 1.9 1.0 10.4 0.0 10.0 6.33 2.3 7.7 2.8 1.0 10.4 0.0 I 10.0 I 6.33 0.0 7.7 I 0.0 I 1.0 I 10.4 0.0 I 10.0 6.33 5.0 7.7 I 6.1 I 1.0 10.4 0.0 10.0 6.33 I 00 7.7 I 0.0 1.0 I 10.4 I 0.0 I 10.0 6.33 4.4 7.7 5.3 I 1.0 10.4 I 0.0 10.0 6.33 5.2 7.7 I 6.3 I 1.0 10.4 0.0 10.0 I 6.33 1.6 7.7 1.9 1.0 10.4 0.0 10.0 6.33 2.2 7.7 2.7 I 1.0 10.4 0.0 10.0 I 6.33 2.6 I 7.7 3.2 I 1.0 10.4 0.0 10.0 6.33 1.7 I 7.7 2.1 I 1.0 10.4 0.0 10.0 6.33 4.5 7.7 5.5 I 1.0 I 10.4 0.0 I 10.0 I 6.33 I 4.4 I 7.7 5.3 I 1.0 10.4 I 0.0 10.0 6.33 5.3 7.7 6.4 I 1.0 I 10.4 I 0.0 10.0 6.33 1.8 I 7.7 2.1 I 1.0 10.4 0.0 10.0 6.33 4.3 7.7 5.2 1.0 10.4 0.0 10.0 6.33 00 I 7.7 0.0 1.0 10.4 0.0 10.0 6.33 5.7 7.7 I 6.9 I 1.0 10.4 0.0 10.0 6.33 0.0 I 7.7 0.0 I 1.0 10.4 0.0 10.0 I 6.33 1.1 I 7.7 I 1.3 I 1.0 10.4 0.0 I 10.0 6.33 1.2 I 7.7 1.4 I 1.0 10.4 I 0.0 10.0 I 6.33 I 3.5 7.7 I 4.2 I I 1.0 10.4 0.0 10.0 6.33 2.7 7.7 I 3.3 1.0 I 10.4 I 0.0 10.0 I 6.33 3.1 I 7.7 3.8 I 11.0 2.7 3.5 10.0 6.33 10.7 7.7 13.0 1.0 10.4 0.0 10.0 6.33 1.1 7.7 1.4 I 1.0 10.4 0.0 10.0 6.33 1.2 7.7 1.5 I 1.0 10.4 0.0 10.0 6.33 2.3 7.7 2.7 1.0 10.4 0.0 10.0 6.33 3.0 I 7.7 3.6 I 4.0 1.6 6.8 10.0 6.33 7.1 7.7 I 8.6 I 1.0 10.4 0.0 10.0 6.33 0.8 I 7.7 1.0 1of2 0 .... 0 0 8 0 0 .... N 0 .... 0 0 :: !::! C1 !!! C1 :: In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 8.6 11.8 9.9 I 13.5 11.1 15.3 I 12.5 17.2 8.6 6.2 9.9 7.1 I 11.1 I 8.0 I 12.5 9.0 8.6 0.0 9.9 I 0.0 I 11.1 I 0.0 12.5 0.0 8.6 3.4 9.9 3.9 11.1 4.4 12.5 5.0 8.6 0.0 9.9 0.0 11.1 0.0 I 12.5 0.0 8.6 3.0 9.9 3.4 11.1 3.8 12.5 4.3 8.6 2.2 9.9 2.5 11.1 I 2.8 12.5 3.1 8.6 3.2 9.9 I 3.6 11.1 4.1 12.5 4.6 8.6 0.0 9.9 0.0 11.1 I 0.0 I 12.5 0.0 8.6 6.9 9.9 I 7.9 11.1 I 8.9 12.5 10.0 8.6 0.0 9.9 0.0 11.1 I 00 12.5 0.0 8.6 6.0 9.9 6.8 11.1 7.7 12.5 8.6 8.6 7.1 9.9 8.1 11.1 9.2 12.5 10.3 8.6 2.2 9.9 I 2.5 I 11.1 2.8 12.5 3.1 8.6 3.0 9.9 3.5 11.1 3.9 12.5 4.4 8.6 3.6 9.9 I 4.1 I 11.1 4.7 12.5 5.2 8.6 2.3 9.9 I 2.6 11.1 3.0 12.5 3.3 8.6 6.1 9.9 7.0 I 11.1 7.9 12.5 8.9 8.6 6.0 9.9 I 6.8 11.1 7.7 12.5 8.6 8.6 7.2 9.9 8.2 11.1 I 9.3 12.5 10.4 8.6 2.4 9.9 2.8 11.1 I 3.1 I 12.5 3.5 8.6 5.8 9.9 6.6 11.1 7.5 I 12.5 8.4 8.6 0.0 9.9 0.0 11.1 I 0.0 I 12.5 0.0 8.6 7.8 9.9 I 8.9 11.1 I 10.0 I 12.5 11.3 8.6 0.0 9.9 I 0.0 11.1 I 0.0 12.5 0.0 8.6 1.4 9.9 I 1.6 11.1 1.9 12.5 2.1 8.6 1.6 9.9 1.8 11.1 2.1 12.5 2.3 8.6 4.7 9.9 5.4 11.1 6.1 I 12.5 6.9 8.6 3.7 9.9 4.3 11.1 4.8 I 12.5 5.4 8.6 4.3 9.9 4.9 I 11.1 I 5.5 12.5 6.2 8.6 14.6 9.9 16.7 11.1 18.9 I 12.5 21.2 8.6 1.6 9.9 I 1.8 I 11.1 2.0 I 12.5 2.3 8.6 1.7 9.9 I 1.9 I 11.1 2.1 12.5 2.4 8.6 3.1 9.9 I 3.5 11.1 4.0 12.5 4.5 8.6 4.0 9.9 4.6 I 11.1 5.2 I 12.5 5.8 8.6 9.7 9.9 11.1 I 11.1 12.5 I 12.5 14.0 8.6 1.1 9.9 1.3 11.1 1.5 12.5 1.6 EXHIBIT 4a RS1 0.00 I o.oo 0.00 0.00 1.0 1.0 1.0 I 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 DA-P1 0.16 0.10 0.06 0.10 I 1.0 1.0 1.0 I 1.0 10.4 0.0 10.0 6.33 0.6 I 7.7 I 0.8 8.6 0.9 9.9 I 1.0 11.1 I u 12.5 1.2 DA-P2 0.10 0.06 0.03 0.06 1.0 I 1.0 1.0 1.0 I 10.4 0.0 10.0 6.33 0.4 I 7.7 0.5 8.6 0.5 9.9 I 0.6 11.1 I 0.7 12.5 0.8 PR1 I 0.00 0.00 0.00 0.00 1.0 1.0 1.0 1.0 10.4 I 0.0 10.0 I 6.33 0.0 I 7.7 I 0.0 8.6 0.0 9.9 0.0 11.1 0.0 12.5 00 DA-R12 I 0.74 0.07 0.67 0.67 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.2 7.7 5.1 I 8.6 5.8 9.9 I 6.6 11.1 I 7.4 I 12.5 8.4 DA-01 1.04 0.10 0.94 0.94 1.0 1.0 1.0 I 1.0 10.4 0.0 10.0 6.33 5.9 7.7 7.2 I 8.6 8.1 9.9 9.3 11.1 10.5 12.5 11.8 DA-QR1 0.57 0.11 0.45 0.48 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.1 7.7 3.7 8.6 4.2 9.9 4.8 11.1 5.4 I 12.5 6.0 DA-V3 0.24 I 0.11 0.13 0.17 1.0 1.0 1.0 I 1.0 10.4 0.0 10.0 6.33 1.1 7.7 1.3 8.6 1.5 9.9 1.7 I 11.1 I 1.9 12.5 2.2 DA-V2 0.37 0.17 0.20 I 0.27 1.0 1.0 I 1.0 1.0 10.4 0.0 I 10.0 6.33 1.7 7.7 2.1 I 8.6 2.3 9.9 2.6 I 11.1 3.0 12.5 3.4 V1 0.00 0.00 0.00 o.oo I 1.0 I 1.0 1.0 1.0 10.4 I 0.0 10.0 6.33 0.0 I 7.7 I 0.0 8.6 0.0 9.9 I 0.0 11.1 0.0 I 12.5 0.0 RV1 0.00 0.00 0.00 0.00 1.0 I 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 I 8.6 0.0 9.9 0.0 I 11.1 00 12.5 0.0 DA-R11 1.20 0.36 0.84 0.96 1.0 1.0 1.0 1.0 10.4 I 0.0 10.0 6.33 I 6.1 I 7.7 7.4 I 8.6 8.3 9.9 I 9.4 11.1 10.7 I 12.5 12.0 DA-R10 1.27 0.25 1.02 I 1.08 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 6.8 I 7.7 8.3 I 8.6 9.3 9.9 10.7 I 11.1 12.1 I 12.5 13.6 DA-R9 I 0.51 I o.1s 0.33 0.40 1.0 1.0 1.0 1.0 10.4 0.0 I 10.0 6.33 I 2.5 7.7 I 3.1 8.6 3.4 9.9 3.9 11.1 4.4 12.5 5.0 DA-RSB 0.43 I 0.13 0.30 0.34 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.2 7.7 2.6 8.6 3.0 9.9 3.4 11.1 3.8 12.5 4.3 DA-RSA 0.33 0.07 0.27 0.28 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 8.6 2.4 9.9 I 2.8 11.1 3.2 12.5 3.5 DA-R7 0.34 0.07 0.27 0.29 1.0 1.0 1.0 1.0 I 10.4 0.0 10.0 6.33 1.8 7.7 2.2 I 8.6 2.5 9.9 I 2.9 I 11.1 3.2 I 12.5 3.6 DA-M3 0.15 0.12 o.o3 I o.os I 1.0 I 1.0 1.0 1.0 I 10.4 0.0 10.0 6.33 I 0.5 I 7.7 0.7 I 8.6 0.7 9.9 ' 0.8 I 11.1 I 0.9 I 12.5 1.1 DA-M2 1.48 0.07 1.40 1.36 1.0 I 1.0 1.0 1.0 10.4 0.0 10.0 6.33 8.6 7.7 I 10.5 I 8.6 11.8 9.9 I 13.5 I 11.1 I 15.2 I 12.5 17.1 DA-M1 1.15 0.06 1.09 1.06 I 1.0 1.0 1.0 I 1.0 I 10.4 0.0 10.0 6.33 I 6.7 I 7.7 I 8.2 8.6 9.2 9.9 10.5 11.1 11.9 12.5 13.3 DA-N4 0.24 0.11 I 0.13 0.17 1.0 1.0 1.0 1.0 10.4 I 0.0 10.0 6.33 1.1 7.7 1.3 I 8.6 1.5 9.9 I 1.7 I 11.1 I 1.9 I 12.5 2.2 DA-N3 0.26 0.12 I 0.14 0.19 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.2 I 7.7 I 1.4 I 8.6 1.6 9.9 1.8 11.1 2.1 12.5 2.3 DA-MN1 0.17 0.12 0.05 0.10 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.7 7.7 0.8 8.6 0.9 9.9 1.0 11.1 1.2 12.5 1.3 N2 0.00 0.00 0.00 0.00 1.0 1.0 1.0 1.0 I 10.4 0.0 10.0 6.33 0.0 7.7 I 0.0 I 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 DA-U1 0.43 0.28 0.15 0.27 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.7 7.7 I 2.1 I 8.6 2.3 9.9 2.6 11.1 I 3.0 I 12.5 3.4 DA-NU1 0.45 0.27 0.18 0.29 I 1.0 1.0 1.0 1.0 10.4 0.0 I 10.0 6.33 I 1.8 I 7.7 2.2 I 8.6 2.5 9.9 2.9 11.1 I 3.3 I 12.5 3.7 DA-R1 0.51 0.05 0.46 0.46 1.0 1.0 1.0 I 1.0 10.4 I 0.0 10.0 I 6.33 I 2.9 I 7.7 I 3.5 8.6 3.9 9.9 4.5 I 11.1 I 5.1 12.5 5.7 DA-R2 0.41 0.04 0.37 0.37 1.0 1.0 1.0 1.0 10.4 0.0 10.0 I 6.33 I 2.3 I 7.7 I 2.9 8.6 3.2 9.9 3.7 11.1 4.1 12.5 4.6 DA-R3 0.42 0.04 0.37 0.37 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.4 7.7 I 2.9 8.6 3.2 9.9 3.7 11.1 4.2 12.5 4.7 DA-R4 0.40 I 0.06 I o.34 0.35 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.2 I 7.7 2.7 8.6 3.0 9.9 3.5 11.1 3.9 I 12.5 4.4 DA-R5 0.30 0.03 0.27 0.27 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.7 7.7 2.1 8.6 2.3 9.9 I 2.7 11.1 3.0 12.5 3.4 DA-R6 0.39 0.04 o.35 I 0.35 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.2 7.7 2.7 I 8.6 3.1 9.9 I 3.5 I 11.1 3.9 12.5 4.4 NR1 0.00 0.00 0.00 0.00 1.0 1.0 1.0 1.0 I 10.4 0.0 10.0 6.33 0.0 7.7 0.0 8.6 0.0 9.9 0.0 I 11.1 I 0.0 12.5 0.0 N1 0.00 0.00 0.00 0.00 1.0 I 1.0 1.0 1.0 10.4 I 0.0 10.0 6.33 0.0 7.7 I 0.0 8.6 0.0 9.9 I 0.0 11.1 0.0 12.5 0.0 DA-H1 2.25 0.11 2.14 2.08 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 13.2 7.7 16.0 8.6 18.0 9.9 I 20.5 I 11.1 I 23.2 12.5 26.1 2 of 2 EXHIBIT 4a e < 'O ~ 0 ... E--u = ~ = ;z ~ .... .... -..J ..J rJ1 "'~ E--;z < = .:, = ~ -E--t>il 'O t>il ..J ·;; cos·-0 0 = fl ;z u ~ E--E--E--Q ;J Q -# # Ac. min vr cfs 0 DA-81 BG1 1.4 10.0 100 17.2 DA-G1 BG1 0.7 10.0 100 9.0 BG1 BF1 2.1 10.3 100 25.9 DA-F1 BF1 0.4 10.0 100 5.0 BF1 BE1 2.5 10.5 100 30.5 DA-E3 DA-E2 0.3 10.0 100 4.3 DA-E2 BE1 0.6 10.2 100 7.3 DA-E1 BE1 0.4 10.0 100 4.6 BE1 AB1 3.4 10.8 100 41.7 DA-A3 AB1 0.8 10.0 100 10.0 AB1 DA-A2 4.2 11.3 100 50.6 DA-A2 DA-AC1 4.9 11.8 100 57.8 DA-AC1 DA-A1 13.0 12.3 100 148.7 DA-L1 DA-L2 0.2 10.0 100 3.1 DA-L2 DA-L3 0.6 10.5 100 7.4 DA-L3 DA-L4 1.0 10.8 100 12.4 DA-L4 DA-KL1 1.3 11.1 100 15.4 DA-KL1 DA-CK1 2.0 11.3 100 23.8 DA-C3 DA-C2 0.7 10.0 100 8.6 DA-C2 DA-C1 1.5 10.5 100 18.7 DA-C1 CJ1 1.8 10.9 100 21.8 DA-J1 CJ1 0.7 10.0 100 8.4 CJ1 CD1 2.5 11.1 100 29.7 DA-01 CD1 0.9 10.0 100 11.3 CD1 DA-CT1 3.4 11.4 100 40.0 DA-T1 DA-T2 0.2 10.0 100 2.1 DA-T2 DA-CT1 0.4 10.2 100 4.4 DA-CT1 DA-CK1 4.3 11.7 100 50.3 EXHIBIT 5 PIPE CAPACITY CALCULATIONS THE COTTAGES OF COLLEGE STATION ~ ~ ~ Q. Q. "' Q: = ~ = Q. iJ.i ~ 'i 1i: ... Q. Q: ~ = = .... = .... Q.. .$2 iJ.i "' t>il ::s ·-= ~ .... ~ u .... "' c = ·c: Q. 'O ~ <Q ;z 1i: i;. Q: cfs # cfs % % 21.5 1 21.5 0.76 0.80 11.2 1 11.2 0.21 0.50 25.9 1 25.9 0.34 0.50 6.2 1 6.2 0.30 0.50 30.5 1 30.5 0.47 0.50 5.4 1 5.4 0.22 0.50 9.2 1 9.2 0.65 0.65 5.7 1 5.7 0.25 0.50 41.7 1 41.7 0.33 0.50 12.5 1 12.5 0.26 0.50 50.6 1 50.6 0.49 0.50 57.8 1 57.8 0.64 0.65 148.7 1 148.7 0.91 0.92 3.9 1 3.9 0.12 0.50 9.2 1 9.2 0.65 0.90 15.4 1 15.4 0.39 0.50 19.3 1 19.3 0.62 0.80 23.8 1 23.8 0.28 0.50 10.8 1 10.8 0.19 0.50 18.7 1 18.7 0.18 0.50 21.8 1 21.8 0.24 0.50 10.5 1 10.5 0.18 0.50 29.7 1 29.7 0.44 0.50 14.1 1 14.1 0.33 0.50 40.0 1 40.0 0.80 0.82 2.6 1 2.6 0.14 0.50 5.5 1 5.5 0.23 0.50 50.3 1 50.3 0.48 0.50 1 of 2 ~ e = 'O E= c E--= ·~ ~ QZ ~ ~ .J cos ;z ... @ Q. N ~ ~ cos cos ... u -> u ..J E--E--rJ1 " fps cfs I min min 24 7.0 22.0 108 0.26 10.26 24 5.5 17.4 27 0.08 10.08 30 6.4 31.5 112 0.29 10.55 18 4.6 8.1 25 0.09 10.09 30 6.4 31.5 39 0.10 10.65 18 4.6 8.1 54 0.20 10.20 18 5.2 9.2 201 0.64 10.84 18 4.6 8.1 25 0.09 10.09 36 7.2 51.2 186 0.43 11.27 24 5.5 17.4 111 0.33 10.33 36 7.2 51.2 213 0.49 11.76 36 8.3 58.4 151 0.30 12.06 48 11.9 149.7 151 0.21 12.55 18 4.6 8.1 128 0.47 10.47 18 6.1 10.8 126 0.34 10.81 24 5.5 17.4 100 0.30 11.11 24 7.0 22.0 70 0.17 11.28 30 6.4 31.5 222 0.58 11.86 24 5.5 17.4 171 0.52 10.52 30 6.4 31.5 132 0.34 10.86 30 6.4 31.5 94 0.24 11.10 24 5.5 17.4 86 0.26 10.26 30 6.4 31.5 133 0.35 11.45 24 5.5 17.4 110 0.33 10.33 30 8.2 40.3 101 0.20 11.65 15 4.0 5.0 43 0.18 10.18 18 4.6 8.1 31 0.11 10.29 36 7.2 51.2 174 0.40 12.05 EXHIBIT 5 DA-CK1 DA-AC1 7.2 12.1 100 S3 .S S3 .S 1 S3 .S 0 .29 o.so 4 S S.8 110 .3 1S1 0.29 12.34 DA-A1 POND2 14 .6 12.6 100 166 .9 166 .9 1 166.9 0.4S o.so BOX 10.4 166 .9 64 0 .10 12.6S DA-S1 DA-S2 0 .2 10 .0 100 2 .3 2 .S 1 2 .S 0 .16 O.SO 1S 4 .0 5.0 12S 0 .52 10 .S2 DA -S2 DA-S3 0.4 10 .S 100 4 .6 S.7 1 S.7 0 .2S o.so 1S 4 .6 S.1 72 0 .26 10.7S DA-S 3 DA-S 4 0 .7 10 .S 100 S.9 11 .1 1 11 .1 0 .20 o.so 24 s.s 17 .4 1SS 0.S7 11.3S DA-S4 RS1 1.2 11 .3 100 14 .2 17.S 1 17.S O.S2 0 .70 24 6 .5 20 .6 47 0 .12 11 .46 DA-S6 DA-SS 1.1 10 .0 100 14 .0 17 .6 1 17 .6 O.S1 o.ss 24 5.S 1S.2 66 0 .19 10 .19 DA-SS RS1 1.3 10 .2 100 1S .6 19 .S 1 19 .S 0 .63 0 .6S 24 6.3 19 .S 12 0.03 10 .22 RS 1 PR1 2 .4 11.S 100 29 .0 29 .0 1 29.0 0.42 1.00 30 9 .1 44 .S 61 0 .11 11 .SS DA-P1 DA-P2 0 .1 10 .0 100 1.2 1.S 1 1.S 0 .16 O.SO 12 3 .S 2 .7 so 0 .3S 10.3S DA-P2 PR1 0.2 10.4 100 2 .0 2 .S 1 2 .S 0.40 O.SO 12 3.S 2 .7 69 0 .33 10 .7 1 PR1 DA-R12 2 .6 11 .6 100 30.S 30.S 1 30 .S 0.4S 1.00 30 9.1 44.S 133 0 .24 11 .S2 DA-R12 DA-QR1 3 .3 11 .S 100 3S .3 3S.3 1 3S .3 0.74 0.75 30 7.9 3S.6 167 0 .3S 12 .1S DA-Q1 DA-QR1 0 .9 10.0 100 11 .S 14.7 1 14.7 0 .36 0 .50 24 s.s 17 .4 169 0 .51 10 .S1 DA-QR1 RV1 4 .7 12.2 100 S4 .2 S4.2 1 S4 .2 O.S6 0 .60 36 7 .9 56 .1 132 0.2S 12.4S DA -V3 DA-V2 0 .2 10 .0 100 2 .2 2.7 1 2.7 0.4 9 O.SO 12 3 .S 2 .7 5S 0.2S 10 .2S DA-V2 V1 0.4 10 .3 100 S.5 6 .S 1 6.S 0 .36 o.so 1S 4 .6 S.1 111 0.41 10 .6S V1 RV1 0.4 10 .7 100 S.4 6 .7 1 6.7 0 .3S 0.50 1S 4 .6 S.1 S1 0.30 10 .9S RV1 DA-R11 S.1 12 .S 100 SS .7 SS.7 1 SS.7 0 .66 0 .6S 36 S.3 5S.4 SS 0 .12 12 .S7 DA-R11 DA-R10 6 .1 12 .6 100 69.4 69.4 1 69.4 0 .92 1.00 36 10 .2 72 .4 223 0 .36 12 .9 3 DA-R10 DA-R9 7 .2 12 .9 100 S0 .7 S0 .7 1 S0 .7 1.24 1.30 36 11 .7 S2 .6 1S6 0 .27 13 .2 0 DA -R9 DA-RSA 7 .6 13 .2 100 S4.4 S4.4 1 S4.4 1.36 1.40 36 12.1 SS .7 20S 0.29 13.4S DA-RSA DA-R7 S.2 13 .S 100 90 .S 90 .S 1 90 .S 1.S6 1.60 36 13.0 91 .6 S7 0 .07 13.S6 DA-R7 NR1 S.5 13 .6 100 93 .S 93 .S 1 93.S 0.36 o.so 4S s.s 110 .3 47 0.09 13 .6S DA-M3 DA-M2 0 .1 10 .0 100 1.1 1.3 1 1.3 0 .12 o.so 12 3 .S 2.7 206 0 .99 10.99 DA-M2 DA-M1 1.4 11.0 100 17 .S 21 .S 1 21.S 0 .79 o.s o 24 7.0 22.0 210 o.so 11.49 DA-M1 DA-MN1 2 .S 11 .5 100 29 .7 29 .7 1 29 .7 0.4S o.so 30 6.4 31 .5 6S 0 .1S 11 .66 DA -N4 DA-N3 0 .2 10 .0 100 2 .2 2 .7 1 2 .7 0 .49 O.SO 12 3 .S 2 .7 SS 0.2S 10 .2S DA-N3 DA-MN1 0 .4 10.3 100 4.S S.6 1 S.6 0 .24 o.so 1S 4 .6 S.1 79 0 .29 10 .S7 DA-MN1 N2 3 .0 11 .7 100 3S .0 3S .O 1 3S .O 0 .62 0.65 30 7 .3 35 .9 S4 0.19 11.SS N2 DA-NU1 3 .0 11.9 100 34 .S 34 .S 1 34 .S 0 .61 0 .6S 30 7 .3 35 .9 4S 0 .11 11 .96 DA-U1 DA-NU1 0 .3 10 .0 100 3.4 4 .2 1 4.2 1.1S 1.20 12 S.4 4 .2 140 0 .43 10.43 DA-NU1 NR1 3 .S 12 .0 100 41 .1 41 .1 1 41 .1 o.ss 0 .90 30 S.6 42 .3 1S9 0.37 12 .33 DA-R1 DA-R2 o.s 10.0 100 S.7 7 .1 1 7 .1 0.39 1.SO 1S S.7 15 .3 123 0.24 10 .24 DA-R2 DA-R3 o.s 10 .2 100 10 .3 12 .S 1 12.S 0.27 1.SO 24 10 .S 33 .0 170 0 .27 10.S1 DA-R3 DA-R4 1.2 10.S 100 14 .S 1S .4 1 1S.4 0.56 0 .60 24 6.1 19.0 11S 0 .32 10 .S3 DA-R4 DA-RS 1.6 10 .S 100 1S .S 23 .S 1 23.S 0 .92 0 .90 24 7.4 23 .3 S4 0 .19 11.02 DA-RS DA-R6 1.S 11 .0 100 22 .0 22 .0 1 22.0 0 .24 o.so 30 6.4 31 .5 99 0 .26 11.2S DA-R6 NR1 2 .2 11 .3 100 26 .0 26 .0 1 26.0 0.34 O.SO 30 6.4 31 .5 S9 0 .15 11.43 NR1 N1 14 .2 13 .6 100 1SS .9 15S .9 1 1SS.9 1.00 1.00 4S 12.4 156 .0 4S 0.06 13 .71 N1 POND1 14.2 13 .7 100 1SS .6 1S5 .6 1 1SS.6 0 .30 0 .4 0 60 9 .1 17S .9 47 0 .09 13 .SO DA-H1 EA11-MOD 2 .1 10 .0 100 26 .1 26 .1 1 26 .1 0 .34 0 .50 30 6.4 31.S 1S 0 .04 10 .04 2 of 2 EXHIBI T 5 l c g !. E' !. ~ g ~i it e I ~1 !. ... I!. ii: ';) Storm S-SD-A A3 I AB1 317.65 317.09 111 .0 AB1 I A2 315.19 314.13 213 .0 A2 I AC1 314.03 313.05 151 .0 AC1 I A1 312.95 311 .56 151 .0 A1 I POND2 311 .46 311.16 64.0 Storms-SD-8 8 1 I BG1 320.19 319.32 108.0 BG1 I BF1 319.22 318.66 112.0 BF1 I BE1 318.56 318.37 39.0 BE1 I AB1 316.22 315.29 186.0 Storms-SD-C C3 I C2 320.51 319.67 171 .0 C2 I C1 319.17 318.51 132 .0 C1 I CJ1 318.41 317.94 94.0 CJ1 I CD1 317.84 317.19 133.0 CD1 I CT 1 319.09 316.28 101 .0 CT1 I CK1 315.78 314.92 174.0 CK1 I AC1 313.92 313.17 151 .0 Storm S-SD-D 0 1 I CD1 323.55 323.01 110 .0 Storms-SD-E1 E1 I BE1 321.41 321 .28 25.0 Stonn s-SD-E2 E3 I E2 318.93 318.66 54.0 E2 I BE1 318.56 317.26 201 .0 Storms-SD-F F1 I BF1 321.34 321 .22 39.0 Storms-So-G G1 I BG 1 321 .27 321 .13 27 .0 Storms-SD-H H1 I EA11-MOD 322.07 322.00 15.0 Storm Sewer SD-T T1 I T2 323.21 323.00 43 .0 T2 I CT1 322.75 322.60 31 .0 Storms-SD-J J1 I CJ1 325.00 324.70 86 .0 Storm S-SD-K KL1 I CK1 317.90 316.80 222.0 EXHIBIT6 .1 CAPSTONE COTTAGES fO·YEAR HYDRAULIC GRADE LINE CALCULATIONS ;§: !. ~ ... £ 1_ ~ I it iii-r! l~ s~ ~ !i r~ ;s-..,- iii 0 u 2~ i5 'C a: ... z 0.0050 24 8 .6 0.0014 0.1596 1.04 0.0050 36 34.8 0.0027 0.5767 1.91 0.0065 36 39.7 0.0035 0.5321 1.92 0.0092 48 102.1 0.0050 0.7588 2.56 0.0050 4x4 BO X 114.6 0.0039 0 .2499 3.11 0.0080 24 14.8 0.0043 0.4598 1.27 0.0050 30 17 .8 0.0019 0.2098 1.42 0.0050 30 21.0 0.0026 0 .1017 1.58 0.0050 36 28.7 0.00 18 0 .3425 1.69 0.0050 24 7.4 0.0011 0.1820 0.95 0.0050 30 12.9 0.0010 0 .1299 1.17 0.0050 30 15.0 0.0013 0.1250 1.27 0.0050 30 20.4 0.0025 0.3272 1.55 0.0082 30 27 .5 0.0045 0.4516 1.60 0.0050 36 34.6 0.0027 0.4657 1.91 0.0050 48 57.4 0.0016 0.2398 2.16 0.0050 24 9.7 0.0018 0.2012 1.12 0.0050 18 4.0 0.0014 0 .0361 0.78 0 .0050 18 3 .7 0.0012 0.0666 0.75 0.0065 18 6 .3 0.0036 0.7191 0.96 0.0050 30 4.3 0.0001 0.0043 0.65 0.0050 24 7.7 0.0012 0.0311 0.98 0.0050 30 18.0 0.0019 0.0287 1.42 0.0050 15 1.8 0.0008 0.0332 0.55 0.0050 18 3.8 0.0013 0.0404 0.76 0.0050 24 7.3 0.0010 0.0891 0.95 0.0050 30 16.4 0.0016 0.3530 1.35 1 of3 ,.c .. £ -~ 15i !. E ~-~i ~r! ~= Til it Til i g z !-i8i -' E -.... '2 .= o!; ~-;,£ C> ~ £ -' J !. i~! l:ij -'l %-~ it I!. ';) ~ c! ';) 317.26 317.10 318.69 318.1 318.69 318.13 316.62 316.04 317.10 316.0• 317.10 316. 316 .04 315.51 315.95 314.9 316.04 315.51 315.33 314.57 315.51 314.1 315.51 314.5 313.55 313.30 314.57 314.27 314.57 314.27 321 .10 320.64 321.46 320.5! 321 .46 320 .... 320.35 320.14 320.64 320.m 320.64 320.1• 318.01 317.91 320.14 319.9! 320.14 319.95 317.45 317.10 317.91 316.91 317.91 317.11 321 .45 321 .27 321 .46 320.6: 321 .46 321 .27 321 .27 321 .14 320.34 319 .6! 321 .27 321 .1• 321.14 321.02 319.68 319.21 321 .14 321 .0 321 .02 320.69 319 .39 318 .7• 321.02 320.6 318.14 317.69 320.69 317.81 320.69 317 .~ 316.54 316.08 317.69 316.8 317.69 316.8 315.75 315.51 316.08 315.3 316.08 315.51 320.89 320.69 324.67 324.13 324.67 324.1 317 .95 317 .91 322.19 322.LI<l 322.19 322.1..11: 319.59 319.52 319.68 319.41 319.68 319.52 318.63 317 .91 319.52 318.22 319.52 318.22 320.14 320.14 321 .99 321.87 321 .99 321.87 320.67 320 .64 322.25 322.11 322.25 322.11 324.53 324.50 323.49 323.42 324.53 324.5C 323.54 323.51 323.76 323 .55 323.76 323.55 317.73 317.69 323.51 323 .:<> 323.51 323.:<t 321 .11 321.02 325.95 325.65 325.95 325.5t 316.43 316.08 319.25 318.15 319.25 318.1~ EXH IB IT 6.1 l g g !. i g !. e it : it: j ... b ii I !. ... !. .. ... it ::::i Slotm s-SD-L L1 I L2 32B .53 327.B9 12B .O L2 I L3 326.4B 325.34 126.0 L3 I L4 323.34 322.84 100.0 L4 I KL1 322.74 322.18 70 .0 Stonn s-SD-M M3 I M2 333.90 333.41 206.0 M2 I M1 332.41 330.77 210.0 M1 I MN 1 328 .26 327.92 68.0 Slotm S-SD-N N4 I N3 32 9.11 328.82 58.0 N3 I MN1 32 8.32 327.92 79.0 MN1 I N2 326.92 326.39 B4 .0 N2 I NU 1 324.41 324.11 48.0 NU1 I NR 1 31B.42 316.73 1B9 .0 NR 1 I N1 31 5 .23 314.74 4B.0 N1 I P OND1 304.97 304.7B 47.0 Slotm s-SD-U U1 I NU1 328.99 326.87 140.0 Stotm s-SD-P P 1 I P2 337.1 2 336.72 BO .O P2 I P R1 336.62 336.2B 69 .0 Slotm s-SD-Q 01 I QR 1 329.BB 329.0 3 169.0 Slotm s-SD-R1 R1 I R2 334.41 332.20 123.0 R2 I R3 330.70 327 .64 170 .0 R3 I R4 327.54 326.B4 11B .O R4 I RS 323.50 322 .74 B4.0 RS I R6 322 .24 321 .75 99.0 R6 I NR 1 320.75 320.45 59.0 Slotm s-SD-R2 RS 1 I P R1 330.75 330.16 6 1.0 P R1 I R12 330.06 328.75 133.0 R12 I QR1 32B .65 327.40 167.0 QR1 I RV 1 326.90 326.11 132 .0 RV 1 I R11 326.01 325 .64 58.0 R11 I R10 32 5.54 323.3 1 223 .0 R10 I R9 323.2 1 320.79 186.0 R9 I RB 320.69 3 17.77 208 .0 RB I R7 31 7 .67 31 6 .76 57.0 R7 I NR1 3 15 .56 315.3 3 47.0 EXH/BIT&.1 CAPS TONE COTTAGES 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS !. ~ = ~ ~ ·= a: ~-!_ ~ !. i iii-!j ~ 1 15 ~ 1£ ;i:-=-11 iii 0 u i5 u: 'C :c ... z 0.0050 1B 2 .7 0 .0007 0 .0 B41 0.63 0 .0090 1B 6 .3 0 .0036 0.450B 0.87 0 .00 50 24 10.6 0 .0022 0.2184 1.19 0 .0080 24 16.4 0 .0052 0 .3659 1.37 0 .0050 12 0 .9 0 .0006 0.1307 0.41 O.OO BO 24 15.0 0.0044 0 .91 83 1.2B 0.0050 30 20 .5 0 .0025 0 .1689 1.55 0.0050 12 1.9 0 .0028 0 .1641 0.65 0 .0050 1B 3 .B 0 .0013 0 .1028 0.76 0 .0065 30 24.1 0.0034 0 .2BB4 1.58 0.0065 30 23 .9 0.0034 0.1621 1.5B 0 .0090 30 2B .3 0 .0047 O.B949 1.5B 0.0100 4B 106.9 0 .0055 0 .2644 2 .57 0 .0040 60 106.7 0 .0017 0 .0 7B5 2.93 0 .0120 12 2 .9 0 .0066 0 .9226 0 .64 0 .0050 12 1.1 0 .0009 0 .0759 0.46 0 .0050 12 1.7 0 .0023 0 .1563 0.60 0 .0050 24 10 .1 0 .0020 0 .3351 1.15 0.01BO 1B 4.9 0 .0022 0.2662 0.6 1 0.01BO 24 B.8 0 .00 15 0 .2559 0.74 0 .0060 24 12.7 0 .003 1 0.3699 1.26 0 .0090 24 16 .2 0 .005 1 0.42B4 1.30 0.0050 30 15.1 0 .0013 0 .1335 1.28 0 .0050 30 17.9 0 .0019 0 .111B 1.42 0.0100 30 19.9 0.0023 0 .1428 1.23 0.0100 30 2 1.1 0.0026 0 .3501 1.27 0.0075 30 26.3 0.0041 0 .6829 1.60 0.0060 36 37 .3 0 .0031 0.4106 1.89 0.0065 36 40.3 0 .0036 0 .2 106 1.93 0 .0 100 36 47.6 0 .0051 1.1297 1.BB 0 .0 130 36 55.4 0 .0069 1.2763 1.90 0.0 140 36 57.9 0.0075 1.5590 1.9 1 0.0 160 36 62 .1 0 .0086 0 .4 915 1.9 1 0 .0050 4B 64.1 0 .0020 0 .0931 2 .31 2 of3 = - e J=i !. ·= .-~i e .!'·gie .!'~i i it •i€ z !.-_. E-ac: s~i _!':::>£ .!'!: ~!£ ..... !. :c i t ~ I ~ J a: :c i J -'i :c -!. ::::i ~! ::::i 327.43 327.35 329.16 32B.52 329.16 328.5: 324.98 324.53 327 .35 326.21 327 .35 326.21 324.32 324.11 324.53 324.0 324.53 324.11 319.61 319.25 324.11 323 .5: 324.11 323.5:i 333.82 333.69 334.31 333.B 334.31 333.82 330.73 329.81 333.69 332.0: 333.69 332.0! 328 .67 328.50 329.8 1 329.4 1 329.81 329.47 329 .24 329.08 329.76 329.4i 329.76 329.4 328 .61 328 .SO 329.0 B 32B.6E 329.06 328.68 326.27 325.99 32B.50 327.97 328.50 327.9 7 320.16 320.00 325.99 325.65 325.99 325.6 ! 31B .70 3 17.BO 320.00 31B .3 1 320.00 3 18.31 30B.64 30B .3B 317.BO 31 7.3 1 317.80 317.31 30B.3B 308.30 307.90 307.7 1 308.38 308.31 320.93 320.00 329.63 327.5 1 329.63 327.51 337 .30 337.22 337.5B 337.1E 337.58 337.22 331.49 331 .33 337 .22 336.BE 337 .22 336.811 329.13 32B .79 331 .03 330.1E 331 .03 330.18 331.70 331.44 335.02 332.B1 335.02 332.81 329.06 328.BO 33 1.44 328.31 331 .44 328.8( 325 .17 324.80 328.BO 328 .11 328.80 328.1! 323.95 323.52 324.80 324.0 324.80 324.ll' 322 .31 322.17 323.52 323 .0 323.52 323.03 31 7 .9 1 3 17.BO 322 .17 321 .8 1 322.17 321 .87 331 .4B 3 3 1.33 331.9B 331 .31 331 .98 331 .3! 330.6 0 330.25 331 .33 330 .0 331.33 330.25 329.47 328.79 330.2 5 329.01 330.25 329.0< 328 .36 327.94 328.79 32B .OI 328.79 328.0< 327 .6 3 327.42 327.94 327.5 1 327.94 327.5 7 326 .24 325 .11 327.42 325.15 327.42 325.19 323.87 322.60 325 .11 322 .65 325.11 322.69 321.14 319.58 322.60 3 19.6€ 322.60 319.68 3 18 .3B 317.B9 319.5B 3 1B.6 7 319.58 3 18.6 7 317.89 317.BO 317.B7 31 7 .6~ 317 .89 3 17 .8< EXH IBIT 6 .1 l e: = !. e !. i e: j Jl it : j[ I! _, .b _, 10 !. ~I ~ !. !l j[ :::> Stonn s-SD-A A3 I AB1 317.65 317.09 111.0 AB1 I A2 315.19 314.13 213 .0 A2 I AC1 314.03 31 3.05 151 .0 AC1 I A1 312.95 311 .56 151 .0 A1 I PO ND 2 311 .46 31 1.16 64.0 Stonn Seww SD-8 6 1 I BG1 320.19 319.32 108.0 BG 1 I BF 1 319.22 31 8.66 112.0 BF 1 I BE1 31 8.56 318.37 39.0 BE1 I AB 1 31 6 .22 3 15 .29 186.0 Stonn S-SD-C C3 I C2 320.51 319.67 171 .0 C2 I C1 319.17 318.51 132.0 C1 I CJ 1 31 8 .41 317.94 94.0 CJ1 I CD1 317.84 317.19 133.0 CD 1 I CT1 319.09 31 6.28 10 1.0 CT1 I CK1 315.78 314.92 174.0 CK1 I AC1 313.92 313.17 151 .0 Stonn s-SD-D 0 1 I CD1 323.55 323.01 110.0 Stonn s-SD-E1 E1 I BE 1 321.41 321 .2 8 25.0 Stonn s-SD-E2 E3 I E2 318.93 318.66 54.0 E2 I BE1 318.56 317.26 201 .0 Stonn s-SD-F F1 I BF1 321 .34 321 .22 39.0 Stonn s-so-a G1 I BG 1 32 1.27 321 .13 27 .0 Stonn s-SD-H H1 I EA 11-MOD 322.07 322.00 15.0 Stonn s-SD-T T1 I T2 323.21 323.00 43.0 T2 I CT1 322.75 322.60 31 .0 Stonn Seww SD-J J1 I CJ1 325.00 324.70 86 .0 Stonn Seww SD-I< KL1 I CK1 317.90 316.80 222.0 EXHIBIT6.1 CAPSTONE COTTAGES 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS l !_ ~ ~ !. ·= j[ -~-;; :;; li g~ l c~ -= f ~-... -c.,, ~-"" iii ~ u ::I., a: 'C : ~ z 0.0050 24 8 .6 0.0014 0.1596 1.04 0.0050 36 34.8 0.0027 0.5767 1.91 0.0065 36 39.7 0.0035 0.5321 1.92 0.0092 48 102 .1 0.0050 0.7588 2.56 0.0050 4x4 BO X 114.6 0.0039 0.2499 3.11 0.0080 24 14.8 0.0043 0.4598 1.27 0.0050 30 17 .8 0.0019 0.2098 1.42 0.0050 30 21 .0 0.0026 0.1017 1.58 0.0050 36 28 .7 0.0018 0.3425 1.69 0.0050 24 7.4 0.0011 0.1820 0.95 0.0050 30 12.9 0.0010 0.1299 1.17 0.0050 30 15 .0 0.0013 0 .1250 1.27 0.0050 30 20.4 0.0025 0.3272 1.55 0.0082 30 27 .5 0.0045 0.4516 1.60 0.0050 36 34.6 0.0027 0.4657 1.91 0.0050 48 57.4 0.0016 0.2398 2.16 0.0050 24 9.7 0.0018 0.2012 1.12 0.0050 18 4.0 0.0014 0.0361 0.78 0.0050 18 3.7 0.0012 0.0666 0.75 0.0065 18 6 .3 0.0036 0.7191 0.96 0.0050 30 4.3 0.0001 0.0043 0.65 0.0050 24 7.7 0.0012 0 .0311 0.98 0.0050 30 18 .0 0.0019 0.0287 1.42 0.0050 15 1.8 0.0008 0.0332 0.55 0.0050 18 3.8 0.0013 0.0404 0.76 0.0050 24 7.3 0.0010 0 .0891 0.95 0.0050 30 16.4 0.0016 0.3530 1.35 1of3 e: - E 15i !. .. = ~ ! E !'-~ e !'"ii -j[ 1i i e: zi-~E-1Hi 15 ·;: ~ z c:i. I! _, I !. :ij !' :::> e. ~!J Cl ! 5. ~ j[ : :; !. _, t :i :::> ~! :::> 317.26 317.10 318.69 318.1, 318.69 318.13 316.62 316.04 317 .10 316.0< 317.10 316.04 316.04 315.51 315 .95 314.91 316.04 315 .51 315.33 314.57 31 5 .51 314.1< 315.51 314.57 313.55 313.30 314.57 314.2i 314.57 314.27 321 .10 320.64 321 .46 320.5 321 .46 320.6'4 320.35 320.14 320.64 320.01 320.64 320.14 318.01 317 .91 320.14 319.9: 320.14 319.95 317.45 317.10 317 .91 316.9E 317.91 317.10 321.45 321 .27 321 .46 320 .6 321.46 321 .27 321.27 321 .14 320.34 319.61 321.27 321.1 • 321.14 321 .02 319.68 319 .21 321.14 321.02 321 .02 320.69 319.39 31 8.7' 321 .02 320.61 3 18 .14 317.69 320.69 317 .8E 320.69 317.81 316.54 316.08 317 .69 316 .8, 317.69 316.Bl 315.75 315.51 316.08 315.3, 316.08 315.51 320.89 320.69 324.67 324.1 324.67 324.13 317.95 317.91 322.19 322.0E 322.19 322.06 319.59 319.52 319.6 8 319.41 319.68 319.52 318.63 317.91 319.52 31 8.2< 319.52 318.22 320.14 320.14 321 .99 321 .8 1 321 .99 321 .87 320.67 320.64 322.25 322 .11 322.25 322.11 324.53 324.50 323.49 323 .42 324.53 324.50 323.54 323.51 323.76 323 .5 323.76 323.5! 317.73 317.69 323.51 323.'1> 323.51 323.3E 321 .11 321 .02 325.95 325.6! 325.95 325.6! 316.43 316.08 319.25 318 .15 319.25 3 18.1! EXHIBIT 6.1 l c g !. e !. i g j a: : i!: ~ ..J .b ..J .. !. u.. !. ""I ~ i!: ::> Slonn s-SD-A A3 I AB1 317.65 317.09 111 .0 AB1 I A2 315.19 314.13 213.0 A2 I AC1 314.03 313.05 151 .0 AC1 I A1 312.95 311 .56 151.0 A1 I POND2 311.46 311 .16 64.0 Slonn s-SD-8 B1 I BG1 320.19 319.32 108.0 BG 1 I BF1 319.22 318.66 112.0 BF1 I BE 1 318.56 318.37 39.0 BE 1 I AB1 316.22 315.29 186.0 Slonn s-SD-C C3 I C2 320.51 319.67 171 .0 C2 I C1 319.1 7 318.51 132 .0 C1 I CJ1 318.41 317.94 94.0 CJ1 I CD1 317.84 317.19 133.0 CD1 I CT1 319.09 316.28 101 .0 CT1 I CK1 315.78 314.92 174.0 CK1 I AC1 313.92 313.17 151 .0 Slonn S•_, SD-D 01 I CD1 323.55 323.01 110.0 Slonn s-SD-E1 E1 I BE 1 321 .41 321 .28 25.0 Slonn s-SD-E2 E3 I E2 318.93 318.66 54 .0 E2 I BE1 318.56 317.26 201 .0 Slonn s-SD-F F1 I BF1 321 .34 321 .22 39.0 Slonn s-SD-G G1 I BG 1 321 .27 321 .13 27.0 Sionn S-SD-H H1 I EA11-MOD 322.07 322.00 15.0 s1orms-so-r T1 I T2 323.21 323.00 43.0 T2 I CT1 322.7 5 322.60 31 .0 Slonn s-SD-J J1 I CJ1 325.00 324.70 86.0 Slonn S-SD-I< KL1 I CK1 317.90 316.80 222.0 EXHIBITB.2 CAPSTONE COTTAGES 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS ~ !. J _ .. g i ~ i!: iii li iil-go • c!:_ J I g~ ·~ ~ IE g-;I -.. ,, .. " :I ! iil Ci ·c a: u.. z 0.0050 24 12 .5 0.0030 0.3371 1.33 0.0050 36 50.6 0 .0057 1.2193 2.73 0.0065 36 57 .8 0.0075 1.1279 2.75 0.0092 48 148.7 0.0107 1.6095 4.00 0.0050 4x4 BOX 166.9 0.0083 0 .5301 4.00 0.0080 24 21.5 0.0090 0 .9703 1.78 0.0050 30 25 .9 0.0040 0.4442 1.84 0.0050 30 30.5 0.0055 0.2145 2.18 0.0050 36 41 .7 0.0039 0.7231 2.19 0.0050 24 10.8 0.0023 0.3876 1.20 0.0050 30 18.7 0.0021 0.2729 1.46 0.0050 30 21.8 0.0028 0.2641 1.62 0.0050 30 29.7 0.0052 0.6936 2.10 0.0082 30 40.0 0.0095 0 .9554 2.31 0.0050 36 50 .3 0.0057 0 .9843 2.69 0.0050 48 83 .5 0.0034 0 .5075 2.76 0.0050 24 14 .1 0.0039 0.4250 1.46 0.0050 18 5 .7 0.0029 0.0732 0.99 0.0050 18 5.4 0.0026 0.1419 0.95 0.0065 18 9 .2 0 .0076 1.5336 1.50 0 .0050 30 30.5 0 .0055 0.2145 2.18 0 .0050 24 11 .2 0.0024 0.0658 1.23 0.0050 30 26.1 0.0040 0.0604 1.85 0.0050 15 2 .6 0.0016 0.0693 0.67 0.0050 18 5.5 0.0027 0.0845 0.96 0.0050 24 10.5 0.0021 0.1843 1.18 0.0050 30 23.8 0.0033 0.7434 1.72 1of3 .,c = -i Ii~ !. _i_ .. -~ ! ~-go i ~·go i -i!: z!-z ! ~lie "l: E rH: 6 c: ~ ~::>!:. 6 J !. %iJ : J C> e-% i!: % i !. ~1 %-!. ::> ::> 320.22 319.89 318.98 318.42 320.22 319.85 319.89 318.67 317.92 316.86 319.89 318.6 318,67 31 7.54 316.78 315.80 318.67 317.5'1 317 .54 315.93 316.95 315.56 317.54 315.93 315.93 315.40 315.46 315.16 315.93 315.4( 322.24 321 .27 321.97 321 .10 322.24 321 .27 321 .27 320.82 321 .06 320.50 321 .27 320.8 320.82 320.61 320.74 320.55 320.82 320.61 320.61 319.89 318.41 317.48 320.61 319.8 323.02 322.63 321 .71 320.87 323.02 322.b 322.63 322.36 320.63 319.97 322.63 322." 322.36 322.09 320.03 319.56 322.36 322.u 322.09 321 .40 319.94 319.29 322.09 321 .~ 319.99 319.03 321.40 318 .59 321 .40 319.03 319.03 318.05 318.47 317 .61 319.03 318.0!' 318 .05 317 .54 316.68 315 .93 318.05 317.5'1 321 .83 321.40 325.01 324.4 1 325.01 324.47 320.68 320.61 322.40 322 .2 322.40 322.27 322.29 322.14 319.88 319.61 322.29 322 .1~ 322.14 320.61 320 .06 318.7€ 322.14 320.61 321 .04 320.82 323.52 323.4( 323.52 323.4l 321 .33 321 .27 322.50 322 .3' 322.50 322.3E 324.56 324.50 323.92 323 .8! 324.56 324.5!1 323.78 323.71 323.88 323.6 323.88 323.71 319.12 319.03 323 .71 323.51 323.71 323.56 322.28 322.09 326.18 325.81 326.18 325.BB 318.79 318 .05 319.62 318.5• 319.62 318.52 EXHIBIT 6.2 c g = l s. e !. !ii g i iX a:: : a::: ..... ~ ....... c !. "-i ... ~ !I a:: ;:) Q Storm Sewer SD-L L1 I L2 326.53 327.69 126 .0 L2 I L3 326.46 325.34 126.0 L3 I L4 323.34 322.64 100.0 L4 I KL1 322.74 322.16 70.0 Storm s-er SD-II M3 I M2 333.SO 333.41 206.0 M2 I M1 332.41 330.77 210.0 M1 I MN 1 326.26 327.S2 66.0 srorms-sD-N N4 I N3 329.11 326.62 56.0 N3 I MN1 326.32 327.S2 7S .O MN1 I N2 326.S2 326.3S 64.0 N2 I NU1 324.41 324.11 46.0 NU1 I NR 1 316.42 316.73 1BS .0 NR 1 I N1 31 5 .23 314.74 46.0 N1 I POND 1 304.S7 304.76 47.0 Storm Sewer SD-U U1 I NU 1 326.SS 326.67 140.0 Storm Sewer SD-P P1 I P2 337.12 336.72 60.0 P2 I PR 1 336.62 336.28 6S .0 Storms-SD-Q 0 1 I QR1 32S.88 32S.03 16S.0 Storm Sewer SD-R1 R1 I R2 334.41 332.20 123 .0 R2 I R3 330.70 327.64 170.0 R3 I R4 327.54 326.64 11B .0 R4 I RS 323.50 322.74 84.0 RS I R6 322.24 321 .75 9S .O R6 I NR1 320.75 320.45 ss .o Storm Sewer SD-R2 RS1 I PR1 330.75 330.16 61 .0 PR 1 I R12 330.06 326.75 133 .0 R12 I QR1 326 .65 327.40 167 .0 QR 1 I RV 1 326.SO 326.11 132.0 RV1 I R11 326.01 325.64 56.0 R11 I R10 325.54 323.31 223 .0 R10 I RS 323.21 320.79 166 .0 RS I RB 320.6S 317.77 208.0 RB I R7 317.67 316.76 57.0 R7 I NR1 3 15.56 315.33 47.0 EXHIBIT6.2 CAPSTONE COTTAGES 100 -YEAR HYDRAULIC GRADE LINE CA LCULATIONS !. l !_ ~ g -· £ a:: :0 li g~ :!' .. !. • -~ ~ 1£ E ;r-..,-:I: .2 .. 0 u Ill i5 Ii: 'C :z:: ... z 0.0050 16 3.9 0.0014 0.1755 0.77 0.0090 16 9.2 0.0076 0.9613 1.14 0.0050 24 15.4 0.0046 0.460S 1.57 0.0060 24 1S.3 0.0072 0.5066 1.56 0.0050 12 1.3 0.0013 0.2726 0.51 0.0060 24 2 1.6 0.0092 1.S396 1.65 0.0050 30 2S .7 0.0052 0.3546 2.10 0.0050 12 2 .7 0.0057 0.3313 O.S1 0.0050 16 5 .6 0.0026 0.2233 O.S7 0.0065 30 35.0 0.0072 0.6063 2.21 0.0065 30 34.6 0.0072 0.3437 2.16 o.ooso 30 41 .1 0.0100 1.6675 2.20 0.0100 46 155.S 0.0117 0 .5624 4.00 0.0040 60 155.6 0.0036 0 .166S 3.B7 0.0120 12 4.2 0.0136 1.S351 0.S2 0.0050 12 1.5 0.001B 0.1410 0.56 0.0050 12 2.5 0.004S 0.337S 0.61 0.0050 24 14.7 0.0042 0.70SB 1.51 0.0160 18 7.1 0.0045 0.558S 0.75 0.01BO 24 12.8 0.0032 0 .5413 O.S1 0.0060 24 18.4 0.0066 0.7764 1.74 o.ooso 24 23.5 0.01 07 O.S0 16 2.00 0.0050 30 22 .0 0.002S 0.28 33 1.63 0.0050 30 26 .0 0.0040 0.2358 1.65 0.0100 30 2S .O 0.0050 0.3033 1.55 0.0100 30 30.8 0.0056 0 .745S 1.62 0.0075 30 36.3 0.008 7 1.4463 2.33 0.0060 36 54.2 0.0066 0.86 70 2.61 0.0065 36 58.7 0.0077 0.4468 3.00 0.0100 36 6S.4 0.0106 2.4014 2.58 0.0 130 36 80 .7 0.0146 2.7 083 2.66 0 .0140 36 64.4 0.015S 3 .3127 2.71 0.0160 36 90.5 0.01 8 3 1.0438 2.73 0.0050 48 S3 .5 0.0042 0 .1SB1 3.02 2 of3 g - E ~ = i !. .. = ~i E ~:~i >--"' E _a:: •i£ .., gt .. z !.-_::: E - e> 2: s ·~ i ll;:) £ z a.: C) e £ ....... !. ~~I ~ Ja:: :z:: ~ !. :z:: .. c ~1 :z:: - :I ~ !. ;:) ;:) 327.79 327.62 329.30 326.66 329.30 328.Sf 325.67 324.S1 327.62 326.4 327.62 326.41! 324.76 324.30 324 .S1 324.41 324.91 324.41 320.13 31S .62 324.30 323 .7~ 324.30 323 .7~ 334.53 334.26 334.4 1 333.S: 334.53 334.:zt 332.30 330.36 334.26 332.6: 334.26 332.62 32S .46 32S .13 330.36 330.0 330.36 330 .o: 32S .66 32S .35 330.02 32S .7 330.02 329.7~ 32S.35 32S.13 32S .2S 326.6! 329.35 3~~ 327.20 326.SS 32S .13 326.6( 329.13 328. 321 .46 321 .12 326.SS 326 .2! 326.59 326.2! 321 .12 31S.23 320.62 316.S< 321.12 319.2 312.23 311 .67 319.23 316.7 319.23 318.7• 3 11 .67 311 .50 306 .64 306.6 311 .67 311 ."' 323.05 321 .12 32S.S1 327.7! 329.91 327.75 337.57 337.43 337.66 337.2E 337.68 337.4 332.74 332.40 337.43 337.0! 337.43 337.D! 330.S2 330.21 331 .3S 330 .5< 331 .39 330.5' 332.17 331 .61 335.16 332.9! 335.16 332.95 32S .B2 32S.28 331 .61 32B .5 331 .61 329.2e 326.26 325.50 329.28 32B .5 329.28 328.Sl 324.77 323.87 325.50 324.7• 325.50 324.7• 322.66 322.60 323 .87 323.3 323.87 323.3l 31S.47 31S .23 322.60 322 .3 322.60 322.3( 332.71 332.40 332.30 331 .71 332.71 332.40 332.40 331 .66 331 .68 330.3 332.40 331 .66 331.66 330.21 330.SB 32S .7 331 .66 330.21 330.21 32S .34 32S .51 328.7 330.21 32S.3' 32S .34 32B .6S 329.01 32B .6 329.34 328.8! 328.BS 326.49 328.12 325 .8! 328.89 326.4! 326.4S 323.78 325.67 323.41 326.49 323.7E 323.78 320.47 323.40 320.4e 323.78 320.41' 320.47 31S.43 320.40 31S.49 320.47 31S.49 31S .43 31S.23 31B .5B 316.35 319.43 319.2' EXHIBIT 6.2 l = g !. e !. ~ g } Ji a: • A: ~ ii i !. ii J .. -' a: ::J Stonn s-SD-V V3 I V2 329.36 329.07 58.0 V2 I V1 328 .57 328.0 1 111.0 V1 I RV 1 327.21 326.8 1 81 .0 Storm s-SO-Sf S 1 I 5 2 337 .67 337.04 125.0 S2 I S 3 333.48 333.12 72.0 S3 I S 4 332.62 331 .68 188.0 S4 I RS 1 331 .58 331 .25 47.0 Storm S_, SD-52 SS I SS 334.55 334.18 66.0 SS I RS1 334.08 334.00 12.0 EXHIBIT6.2 CAPSTONE COTTAGES 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS ~ ;[ !. l -· g ~ a: !_ iii li ill-!!'. I ~~ ·-l!I l E. ~ ~ 'i i:-... - iii • 0 u ::I .. i5 1: Ci: ... % z 0.0050 12 2.7 0.0057 0.3313 0.91 0.0050 18 6 .8 0.0042 0 .4627 1.1 3 0.0050 18 6.7 0.0040 0 .3278 1.1 1 0.0050 15 2 .8 0.0019 0 .2336 0.71 0.0050 18 5 .7 0.0029 0 .2109 0.99 0.0050 24 11 .1 0.0024 0.4502 1.23 0.0070 24 17.8 0.0062 0.2894 1.54 0.0055 24 17.6 0.0060 0 .3973 1.74 0.0065 24 19.5 0.0074 0.0887 1.80 3of3 ·= .£ ~! !!i !. E ~-!!'e ~-!!' ~ ~a: 1i ~ g z !.-~E-a ·c: -' ·-I! z ~ s J !. " c ~ ~::J E. " ! E. :c i b :iJ ~ . % a: ~1 ~ I :~ ::I !. !. ::J ::J 330.46 330.13 330.27 329 .9E 330 .46 330 .1 330.13 329.67 329.70 329 .1• 330 .13 329.67 329.67 329.34 328.32 327.9 329 .67 329.3' 334.70 334.47 338 .38 337 .7: 338.38 337.75 334.06 333.85 334.47 334.11 334.47 334 .11 333.57 333.12 333.85 332 .91 333 .85 333.12 332 .99 332.71 333.12 332 .75 333 .12 332 .79 336.28 335.88 336.29 335 .9 336.29 335 .92 332.79 332.7 1 335.88 335 .81 335 .88 335 .BC EXH IBIT 6.2 EXHIBIT7.1 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 10-YEAR STORM SUMP CURB (Recessed)(10 year storm) Drainage Q (cfs) Q clogged y * Length of Inlet Area (10%) (ft) Needed (ftl DA-81 11 .84 13.02 0.83 5.74 DA-F1 3 .45 3 .79 0.83 1.67 DA-E3 2 .95 3 .25 0.83 1.43 DA-E2 2 .15 2.37 0.83 1.04 DA-E1 3.17 3.48 0.83 1.54 DA-A3 6 .89 7 .57 0.83 3.34 DA-A2 5.96 6 .55 0.83 2 .89 DA-AC1 7.12 7 .84 0.83 3.45 DA-KL 1 6 .13 6.74 0.83 2 .97 DA-C3 5.96 6 .55 0.83 2.89 DA-C2 7.17 7.89 0 .83 3.48 DA-J1 5.82 6.40 0.83 2 .82 DA-01 7.76 8 .54 0.83 3.76 DA-T1 1.44 1.58 0 .83 0.70 DA-T2 1.62 1.78 0 .83 0.78 DA-CT1 4 .73 5.20 0.83 2 .29 DA-CK1 4 .27 4 .70 0 .83 2.07 DA-A1 14 .61 16 .07 0 .83 7 .08 DA-Q1 8 .11 8 .92 0 .83 3.93 DA-R11 8 .26 9.09 0.83 4 .01 DA-R10 9 .34 10.28 0 .8 3 4 .53 DA-R9 3.43 3 .77 0.83 1.66 DA-R 8A 2.44 2 .69 0.83 1.19 DA-R7 2 .51 2.76 0.83 1.22 DA-M2 11 .78 12 .96 0 .83 5.71 DA-M1 9 .18 10 .10 0 .83 4.45 DA-H1 17.96 19 .76 0.83 8 .71 Note * Recessed inlets curb opening = SUMP C URB : Height of curb +depression Q = 3.0*L *yA1 .5 y = 6"+4"=equal 1 O" L= Q/(3 .0*yA1 .5) EXHIBIT7.2 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 100-YEAR STORM WSE SUMP CURB (Recessed)(100 year storm) Drainage Q (cfs) Q clogged Length of Inlet Calculated Flowline at Area (10%) Selected lftl "y" (ft) Inlet DA-81 17 .17 18.89 10 (0.7 3/ 324 .84 DA-F1 5.00 5.50 5 0 .51 325 .66 DA-E3 4 .28 4 .71 5 0 .46 322.44 DA-E2 3.12 3.44 5 0 .37 322 .44 DA-E1 4 .59 5.05 5 0.48 325.66 DA-A3 9.99 10 .99 5 <:... 0.8 f> 322.28 DA-A2 8.64 9 .51 5 r0"'.'7-4-( 322 .96 DA-AC1 10 .34 11.37 5 ("{Dl"3,' 321.91 DA-KL 1 8.89 9.78 5 l(U5. 326 .60 DA-C3 8.64 9 .51 5 0.74 330 .10 DA-C2 10.41 11.45 5 0.84 328 .96 DA-J1 8.44 9.28 5 0 .7 3 331 .51 DA-01 11 .26 12.39 5 0.88 331 .14 DA-T1 2 .09 2 .29 5 0 .29 327 .43 DA-T2 2.34 2 .58 5 0 .31 326 .73 DA-CT1 6 .86 7.55 5 0.63 327.40 DA-CK1 6 .19 6 .81 5 0 .59 325 .56 DA-A1 21 .19 23 .31 10 0 .85 320 .32 DA-Q1 11 .76 12 .93 5 0 .91 334 .60 DA-R11 11 .99 13 .18 5 0 .92 332 .95 DA-R10 13 .55 14.91 5 1.00 332.63 DA-R9 4 .97 5.47 5 0.51 331.31 DA-R8A 3 .55 3.90 5 0.41 327.43 DA-R7 3.64 4 .01 5 0.41 326.30 DA-M2 17 .09 18 .80 10 0 .73 335 .98 DA-M1 13 .32 14.66 5 0.98 335 .99 DA-H1 26 .06 28.66 10 0.97 326 .29 - 1of2 WSE 325.57 326 .17 322.90 322.81 326 .14 323 .09 323.70 322 .74 327 .35 330.84 329 .80 332 .24 332 .02 327 .72 327 .04 328 .03 326 .15 321 .17 335 .51 333 .87 333 .63 331 .82 327 .84 326.71 336 .71 336.97 327 .26 Exhib its 7 .1 & 7 .2 EXHIBIT7.1 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 10-YEAR STORM SUMP GRATE (10 year storm) Drainage Q (cfs) Q clogged h Open Area Needed Area (25%) (ft) (ft2) OA-G1 6 .17 7.72 0 .5 2.26 OA-L1 2.15 2.69 0 .5 0 .79 OA-L2 3 .02 3 .78 0 .5 1.11 OA-L3 3 .61 4 .52 0 .5 1.33 OA-L4 2 .31 2.89 0 .5 0.85 OA-C1 2.41 3 .01 0 .5 0.88 OA-S1 1.56 1.95 0.5 0 .57 OA-S2 1.66 2 .07 0 .5 0 .61 OA-S3 3 .07 3 .84 0 .5 1.13 OA-S4 4.03 5 .03 0 .5 1.48 OA-S6 9 .68 12.10 0 .5 3 .55 OA-S5 1.13 1.42 0 .5 0.42 OA-P1 0 .85 1.07 0 .5 0.31 OA-P2 0.52 0 .65 0 .5 0.19 OA-R12 5.77 7 .21 0 .5 2 .11 OA-QR1 4.17 5 .21 0 .5 1.53 OA-V3 1.50 1.87 0 .5 0.55 OA-V2 2.31 2 .89 0.5 0 .85 OA-M3 0 .73 0 .91 0 .5 0.27 OA-N4 1.49 1.86 0.5 0 .55 OA-N3 1.62 2 .02 0 .5 0 .59 OA-MN1 1.62 2 .02 0.5 0.59 OA-U1 2 .32 2.89 0 .5 0 .85 OA-NU1 2 .52 3 .15 0 .5 0 .92 OA-R1 3 .94 4 .92 0 .5 1.44 OA-R2 3 .20 4 .00 0.5 1.17 OA-R3 3 .23 4 .04 0.5 1.19 OA-R4 3 .02 3.78 0.5 1.11 OA -R5 2.35 2.93 0 .5 0 .86 OA-R6 3 .05 3 .82 0 .5 1.12 SUMP GRA TE: Q = 4 .82 *A *hA0 .5 A= Q/(4.82*yA0 .5) EXHIBIT7.2 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 100-YEAR STORM WSE SUMP GRATE (Recessed)(100 vear storm) Drainage Q (cfs) Q clogged Grate Inlet Open Area Flowline at Area (25%) OA-G1 8 .96 11.20 OA-L1 3 .12 3 .90 OA-L2 4 .39 5 .48 OA-L3 5 .24 6 .55 OA-L4 3 .35 4 .19 OA-C1 3.49 4 .37 OA-S1 2.26 2 .83 OA-S2 2.40 3.00 OA-S3 4.46 5 .58 OA-S4 5.84 7.30 OA-S6 14.05 17 .56 OA-S5 1.65 2 .06 OA-P1 1.24 1.55 OA-P2 0 .76 0.95 OA-R12 8 .36 10.46 OA-QR1 6 .05 7 .56 OA-V3 2 .17 2 .71 OA-V2 3.35 4 .19 OA-M3 1.06 1.33 OA-N4 2 .16 2.70 OA-N3 2 .34 2.93 OA-MN1 2 .34 2 .93 OA-U1 3 .36 4 .20 OA-NU1 3.66 4.57 OA-R1 5 .72 7 .14 OA-R2 4.64 5.81 OA-R3 4 .69 5 .86 OA-R4 4.38 5.48 OA-R5 3.40 4 .26 OA-R6 4.43 5 .54 * East Jordan Inlet Catalog # **NOS Inlet Catalog# 2 of 2 Selected Selected lft2l Inlet * V5728 2.57 326 .59 **NOS 2412 1.61 334.43 **NOS 2412 1.61 332 .02 **NOS 2412 1.61 328 .19 **NOS 2412 1.61 327 .82 * V5728 2 .57 330 .35 **NOS 1512 0 .59 341 .03 **NOS 1512 0 .59 341.02 *V5728 2 .57 342 .63 *V5728 2 .57 340 .73 *V5767 4 .17 340 .75 * V5728 2 .57 339 .54 **NOS 1250 0 .32 340 .23 **NOS 1250 2 .57 339 .92 * V5728 2.57 337 .53 * V5728 2 .57 335 .45 **NOS1512 0 .59 332 .2 **NOS 2412 1.61 332.2 **NOS 1250 0 .32 336 .21 **NOS 1512 0 .59 333 .9 **NOS 1512 0.59 333 **NOS 1512 0 .59 333.09 **NOS 2412 1.61 334 .3 **NOS 2412 1.61 330.21 * V5728 2 .57 342 .24 * V5728 2 .57 340 .22 *V5728 2 .57 335 .86 * V5728 2 .57 331.86 * V5728 2 .57 329 .34 * V5728 2 .57 327 .0 3 Calculated WSE h (ft) 0 .82 327.41 0 .25 334 .68 0 .50 332 .52 0 .71 328.90 0 .29 328 .11 0 .12 330.47 . 0 .98 342 .01 1.10 342 .12 0 .20 342.83 0.35 341 .08 0.76 341 .51 0 .03 339 .57 1.01 341 .24 0 .01 339 .93 0.71 338.24 0 .37 335.82 0 .90 333 .10 0.29 332.49 0 .74 336.95 0 .89 334 .79 1.04 334 .04 1.04 334.13 0 .29 334 .59 0 .35 330 .56 0 .33 342 .57 0 .22 340 .44 0.22 336.08 0.20 332.06 0 .12 329.46 0 .20 327 .23 Exhibits 7 .1 & 7 .2 THE COTTAGES OF COLLEGE STATION SEWER LINE ANALYSIS March 2011 Prepared for: ROB HOWLAND , COO CAPSTONE -CS , llC 431 OFFICE PARK DRIVE BIRMINGHAM, AL 35223 Submitted to LLE E TA N 1/, r heart oftht Rruarch Valley By MITCHELL M MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE , SUITE 204 COLLEGE STATION, TX 77840 OFFICE (979) 260-6963 FAX(979)260-3564 CERTIFICATION This report for the sewer design for the Cottages of College Station Site was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Design Guidelines for the owners of the property. ~~-~~1\ Veronica J.B. Org~.~; C.F.M. Registered Professional Engineer State of Texas No. 77689 ~, .... ,, .. ,,. '\\ ---'""._""\€.OF r€ \\\ : '.'\~ .......... :.t~ '•· : ~ .. ···*·· ........ d''l ., * .·· · .... '1. ~~ .· ·. 1£} :!. ..... • .• z······················ .............. . ~ VERONIC~ J r . MORGAN l ..... , ..................... , .. .. i 1J-:. 77689 ~-i! ~~-. ~ .,, o \. '9 <::> ... •• 11 ~·--~G1sri:?-~.·· ~ -ta 'IS'o ........... ..l.G.: h . \J /ONAL ~'.::---,,,, 11{LM-\\ F\4 4 3 INTRODUCTION The purpose of this sewer report is to present analysis of the sanitary sewer infrastructure to be constructed to serve the Cottages of College Station Site located at Holleman Drive and FM2818 . This report will provide ultimate development demand analysis for the sanitary sewerlines to be constructed for this area. The parameters used for design and analysis are those put forth by the Bryan/College Station Un ified Design Guidelines. GENERAL DESCRIPTION Located near the intersection of Holleman Drive and FM2818, The Cottages of College Station property consists of approximately 135 acres of undeveloped land . The Cottages of College Station property will consists of a mix of retail , commercial and multi-family residential uses . Of this property , the 135 acres will receive sanitary sewer serv ice via the existing 18" sewerline located at the south corner of the property , extended by the 2818 Place Properties project. The proposed sanitary sewer layout consists of two connections to the existing 18 " sanitary sewer line south of the site . The proposed sewer layout will be implemented through gravity flow and is shown in Ex hibit 1. SUBBASIN DETERMINATION For this sewer study , the extent includes all areas that can be serviced through the existing 18 " sanitary sewer pipe by gravity flow . The extent includes the ultimate development of the Cottages development , including additional areas as shown on the approved Concept Plan (Exhibit 2) for the future multi-family and retail areas . The ultimate development includes the current Cottages of College Station , five future retail/commercial developments, and three future multi-family use developments . Each of these phases will be defined as a subbasin . Mixed family use subbasins A 1 & A3 will contain approximately 3 acres of open space and will not be included in determining the sewer demand. The Cottages of College Station will contain many small areas w ithin the development due to the onsite proposed sanitary sewer. The existing 18 " sanitary sewer will need to satisfy all demands within the study extent. FLOW CALCULATIONS The Cottages of College Station Subdivision development consists of multi-family , and retail , therefore , demands for those future areas were determined using Method 2 from B/CS Unified Design Guidelines . For the Cottages site plan , the population factor was assumed to be 1 person per bedroom and the total number of bedrooms was used to define the node demands. A generation rate of 100 GPO/cap was used to determine a demand for each node . The sewer demand for the clubhouse building was determined based on area and a 750 gallons per day per acre . For the future multi-family use , subbasins were assumed to contain 20 dwelling units per acre . Therefore , a population factor of 20 was used with a 2 .7 persons per dwelling unit multiplier to determine the subbasin demands . For the retail/commercial land use , a rate of either 2700 gallons per day per acre or 4800 gallons per day per acre were used depending upon the probability that a restaurant use would occupy the area . The demand for each sanitary sewer subbasin was used to define Dry Peak flow and Inflow & Infiltration . Dry Peak flow is defined as Average Daily flow increased by a factor of 4 . l&I was calculated using a fraction of the Average Daily flow , being 25%. The total demand , Wet Peak, included the summation of the Dry Peak flow and l&I. The flow demands for each sewer node are found on Exhibit 3. T he Cottages of Co ll ege Station-Ult imate Deve lopment Sanitary Sewer Report 1 Pipe capacity was calculated based on pipe d iameter and pipe slope . These capacities were then compared to the sanitary demand contributions to each pipe segment. Exhibit 4 illustrates the cumulative demand along the sanitary sewer lines and the corresponding line map can be seen on Exhibit 1. PROPOSED SANITARY SEWER Fo r the proposed sanitary sewer lines , public and private conditions , based on B/CS Unified Design Guidelines , were used in calculating pipe capacity . The proposed sanitary sewer pipes consisted of 4 ", 6", 8", 10" and 12" diameter. As shown in Ex hibit 4 , sanitary lines A , B & H will be designed as public facilities to serve future lots . These lines will service not only the proposed Cottages of College Station Site Plan , but also the future retail , commercial and multi-family developments as well. Although 4 " lines can serve a bulk of the Cottages development we have utilized 6 " lines on Segments GG and JJ to help prevent clogging on these long runs of private sewer lines. CONCLUSION The sanitary sewer system proposed in this report is expected to provide sewer service to the Cottages of College Station , as well as the future retail , commercial and multi- family developments within the subject tract. Assumptions and standards were based on the B/CS Unified Design Guidelines. The Cottages of College Station-Ultimate Deve lopment Sanitary Sewer Report 2 ATTACHMENTS EXHIBIT 1: EXHIBIT 2 : EXHIBIT 3 : EXHIBIT 4 : Proposed Overall Sewer Layout Conceptual Development Plan Sewer Demands Pipe Capacities The Cottages of Col lege Station-U lt imate Deve lopment Sanitary Sewer Report 3