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HomeMy WebLinkAboutDrainage Analysis June 2008COPPER FALLS EXECUTIVE SUITES DRAINAGE ANALYSIS June 2008 Prepared for: 1999 PROPERTIES GP, LLC 511 UNIVERSITY DRIVE EAST, SUITE 204 COLLEGE STATION , TX 77840 (979)260-6963 Submitted to OLLEGE TATI N 1le Imm oftlu Reuarch Valley By MITCHELL M 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 new Copper Falls Executive Suites development 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 required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued. Veronica J.B . Morgan, P.E ., C.F.M. Registered Professional Engineer State of Texas No. 77689 - Copper Falls Executive Suites Drainage Analysis Introduction The purpose of this drainage report is to present an analysis of the necessary drainage infrastructure for the proposed new Copper Falls Executive Suites development. The new development site will be located in south College Station, along State Highway 6 Southbound Frontage Road and Deacon exit. The dra inage report provides analysis for the infrastructure required to faci litate attenuation and removal of both onsite flow and flow contributions from offsite drainage areas, including AllSize Storage and areas east of Southbound Frontage Road that drain to the tributary of Bee Creek that travels through the project site . GENERAL LOCATION & DESCRIPTION The Copper Falls Executive Suites will be located in College Station, Texas, south of Mile Drive, north of Texas Avenue and west of State Hwy 6 Southbound Frontage Road . The 1.62 ac site is currently undeveloped, adjacent to residential and commercial developments. The development is situated within the bottom third of the Bee Creek Drainage Basin, containing a tributary to Bee Creek. The site will gain access from the SH6 west frontage, which is east and adjacent to the project site . The proposed development includes an office building intended for business/commercial use. Additionally, the development will include the construction of one berm that will provide detention storage along with a small amount of stormsewer system . Development will be confined in the southern area of the site, leaving the majority of the site undeveloped. Please see Exhibit 1 for the General Location Map. DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the 2008 Bryan/College Station Unified Stormwater Guidelines. 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 ca lculate percent impervious cover data. • 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 confluence for the study is identified as a tributary of Bee Creek located on the West property line (STP2). The effects of the proposed development at the study confluence will be considered in the determining whether the design objectives were satisfied. PRIMARY DRAINAGE BASIN DESCRIPTION The proposed project site is located within the Bee Creek Drainage Basin. As demonstrated in Exhibit 2, no portion of the property lies within the regu latory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 0182C, with an effective data of July 2, 1992. Two major offsite drainage sources will supply runoff to the site. These drainage sources contribute flow to the site at locations on the south and east property lines. Drainage areas Copper Falls Executive Suites Drainage Report - east of the site drain to a culvert contributing to the tributary of Bee Creek on the east property line. These drainage areas will be the main runoff source to the tributary located on the property. The AllSize Storage Development located south of the site uses detention facilities and releases onto the site along the south property line. These two drainage areas will be included, along with the onsite drainage areas to define the total, 40.3 acre drainage basin used in hydraulic modeling, as shown in Exhibit 3. 1 Drainage Area Map. The majority of the onsite drainage areas drain through the tributary within the property lines to the outfall point. Subbasin EA-B drains through a natural earth ditch to the outfall point. Therefore, the outflow point will contain two contributing drainage flows. The site has one outfall point located where the tributary to Bee Creek and the natural earth ditch connect. The site consists of grasslands and approximately 90% tree cover. Percent impervious for the site will differentiate the pre-development from the post-development conditions. The project drainage basin consisted of type D soil and had a curve number 75 for Antecedent Moisture Condition (AMC) II. STORMWATER RUNOFF ANALYSIS General Information For the purpose of this analysis, frequency 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 both the pre-and post-development analyses. Pre-and Post-development hydraulic modeling was performed for all specified rainfall events and included the required 5-through 100-year rainfall events specified by Bryan/College Station USDG . Results can be found in Exhibits 8.2-8. 6. 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. Direct runoff hydrographs were generated using the calculated runoff depths and the SCS dimensionless unit hydrograph. See Exhibit 8. 1 for basin parameters used in hydraulic modeling. Pre-Development Drainage Basin The pre-development analysis for Copper Falls Executive Suites included a total of nine drainage subbasins, six of which accounted entirely for offsite runoff. As mentioned above, two offsite drainage sources contributed flow to the project site. One drainage source will have a previously defined drainage area and outworks structure per AllSize Storage Development Drainage Analysis. The remaining drainage source will be compiled of five drainage subbasins, DA-D1 -DA-D5. All subbasins east of the property were defined based on drainage paths and drain to a common point, STP1 . Each drainage area east of the property drains to a culvert that travels from east of the northbound SH6 Frontage Road to the west side of southbound SH6 Frontage Road, requiring routing for both areas. Offsite drainage will accounts for the majority of the runoff present on the property. As indicated in Exhibit 3. 1, subbasins EA-A, EA-B, and EA-C account for the project site in its entirety. See Exhibit 4 for rational method calculations of each subbasin. Total peak runoff from the basin outfall point was 118 cfs for the 10-year rainfall event and 203 .6 cfs for the 100-year rainfall event. Post-Development Drainage Basin The development of the suites will result in the addition of 0.476 ac of impervious cover to the site, resulting in a gradual increase in peak runoff rate. The post-development analysis of this development included eleven drainage subbasins as seen in Exhibit 3. 1. As previously mentioned, the SCS curve numbers remained the same while the percentage of Copper Falls Executive Suites Drainage Report 2 impervious cover increased for the project site for approximately two of the subbas ins, one of which contains 91 % impervious cover. As a result of the development design, runoff from the building and parking lot areas will drain through a proposed stormsewer system to the tributary within the property as shown in Exhibit 3.2. In let capacity calculations (Exhibit 6) were performed to size the proposed curb inlet. Pipe sizing ca lculations were performed based on rational method and the 10-year design storm. See Exhibit 5 for design storm flows, pipe sizing, and pipe slopes. A proposed trapezoidal weir will be used in the tributary to Bee Creek to attenuate the increased flow through the channel. For hydraulic modeling, the trapezoidal weir was defined by elevation-discharge calculations, as seen in Exhibit 9. The increased runoff from the development will ultimately affect the amount of flow in the tributary creek . The natural earth ditch, mentioned earlier, will have no effects from the development. The peak flow through the tributary will moderately change from the development. Total post-detention peak runoff from the basin outfall point was 116.1 cfs for the 10-year ra infall eve nt and 197 .9 cfs for the 100-year rainfa ll event. T bl 1 H d I" M d I R a e IY' rau 1c o e esu ts STP2 Existing Proposed Difference 5-YR 97.5 96.7 -0 .8 10-YR 11 8 116.1 -1.9 25-YR 139.8 136.3 -3 .5 50-YR 164 159 -5 100-YR 203.6 197.9 -5.7 * Flows in un its of cfs . CONCLUSIONS Although the development of the new Copper Fal ls Executive Suites development will nominally increase volume of runoff from the site, the proposed on-site detention facility was designed to mitigate the effects of development of this tract (see Table 1). The changes in the drainage patterns that occur as the resu lt of developing the tract will have a no impact on the properties surrounding the Copper Falls Execut ive Suites site. Copper Falls Executive Suites Drainage Report 3 ATIACHMENTS EXHIBIT 1: EXHIBIT 2: EXHIBIT 3.1: EXHIBIT 3.2: EXHIBIT 4: EXHIBIT 5: EXHIBIT 6: EXHIBIT 7: EXHIBIT 8.1: EXHIBIT 8.2A: EXHIBIT 8.2B EXHIBIT 8.3A: EXHIBIT 8.3B EXHIBIT 8.4A: EXHIBIT 8.4B EXHIBIT 8.5A: EXHIBIT 8.5B EXHIBIT 8.6A: EXHIBIT 8.6B EXHIBIT 9: APPENDIX A: General Location Map Firmette -FEMA Map Panel 0182C (Effective July 1992) Drainage Area Map Stormsewer Sub-Dra inage Areas Rational Formula Drainage Area Calculations Pipe Capacity Calculations Inlet Capacity Calculations HGL Calculations -10-Year Storm &100-Year Storm HEC-HMS Subbasin Parameters 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 25-year Existing Conditions Output HEC-HMS 25 -year 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 Proposed Weir Elevation -Discharge Calculations Construction Drawings Copper Falls Executive Suites Drainage Report 4 I m x I OJ ~ I\.) A 1 B ZONEX City of College Station 480083 0 LIMI ~. ~ APPROXIMATE SCALE 50E~=::C::::EE73=::r:::::EE""3=::~o========::=::=:::::J5?0 FEET llATIOllAL FLOOD lllSUIAllCE PROGRAM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS (SEE MAP INoa;x FOR PANELS NOT PRINTED) ~Ml..~ COLLEGE STATION, CITY OF 480083 0201 0 UNINCORPORATED AREAS 481195 0201 0 MAP NUMB£R 48041C0201 D MAP REVISED: FEBRUARY 9, 2000 Federal Emergency Management Asency This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reftect changes or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood Insurance Program ftood maps check the FEMA Flood Map Store at www.msc.fema.gov D N 1 inch equals 50 feet Prepared for the City of College Station Planning and Development Department JUNE 2008 Designed By: BEH Drawn By: BEH Checked By: VJBM MITCHELL MM MORGAN Civil Engineering; Hydraulics; Hydrology; Utility Planning & Design; Site Planning & Design; Street Design; Subdivision Planning & Design ~ '<!'" '<!'" 0 0 '° . tr..i l/"l Cl. ::l OM • 1-OJv-6 -! ~~CX>\O ...I C: ~ r--, N 0 r--. ........ c "' E' 0 ~ ~ u .µ'Ill°' -clllror--. c:lllXO> roUJ~-....; Q) r-.. Ill > 'x Q:; ·-c: ro Q) 0 .Q LL c: ....., ·c,~2 ~ -c: ·v; (/) °' G.I wa::;w.o .r:: Ol> Ola v c: ·-~ '° .... ·-C: -N ·-~ :::> 0 ~ ::l u...-.. """ Ill .... °' c: .... r--. 0 l/"l °' u -....; II) ffi ~ Q) ~ :::i Cl) ~ 0:: Q) ::. UJ q: ·-..... Cl) UJ :::i (,) ::E {!) Q) 0:: ~ ~ e-~ Cl)~ ~ Q ..... Q) ~ (.) 3a~ EXHIBIT • < ~ ~ w 0 0 ~ ~ ix: ...J ...J < i:i 0 u. u. 0 0 w z .... 0 0 ...J ...J Cl ix: :5 z < z z u. u. < < w 0 :5 ~ :5 ix: :r ix: ...J (/) ::E ...J w .... w z ~ (/) w < ix: Cl ix: ...J ~ Cl ~ ...J ~ < > .... Wz w ...J ::::> z ::::> ...J 0 ix: < 0 >w >< Cl ~ Cl ~ 0 .... Cl 0. .... 0 ...J 0 u. NO. AC. 0.45 0.95 fl fl fl ft. EA-A 0.48 0.48 0.00 0.22 300.0 7.8 24.4 0.2 EA-B -~0.37 0.37 0.00 ~ 300.0 10.0 --3.8 0.1 EA-C 0.78 0.78 000 0.35 300.0 11 .5 79.7 0.5 EA-D1 28.95~ 22.23 6.72 16.39-300.0 1.0 '1882.8 23.5 ... EA-D2 4.49 2.77 1.73 2.89 300.0 23.0 392.4 8.5 EA-D3 -:P£ Q.49 ... 0.28 0.48 • .. 1.0-1.0 1.0 1.0 EA-D4 3.19 2.71 0.48 1.67 300.0 10.0 520.9 8.5 EA-D5 ...__. -0.50 0.88 300.0 3.0 223.8 "'"11".5 1.39 0.89 ALLSIZE 4.30 1.57 2.73 3.30 1.0 1.0 1.0 1.0 DA-A 0.48 0.48 0.00 0.22 300.0 7.8 24.4 0.2 DA-B 0.31 0.31 0.00 0.14 190.6 2.0 0.0 0.0 -0.10 ~ -DA-C _0.43 0.32 0.35 1.0 1.0 1.0 1.0 ~ DA-D 0.43 0.27 0.16 0.27 300.0 11 .8 40.7 0.3 DA-E1 28 92..:. 22.23 6.72 16.39 300:0 1.0-1882.8 ll5 DA-E2 4.49 2.77 1.73 2.89 300.0 23.0 392.4 8.5 J 7S: :f"49 Cl.28-----DA-E3 0.48 1.0 1.0 1.0 1.0 -DA-E4 3.19 2.71 0.48 1.67 300.0 10.0 520.9 8.5 DA-ES ·~ -0.23 300.0 4.8 16.7 . 0.2 0.36 0.23 0.13 DA-ES 1.00 0.63 0.37 0.64 300.0 4.5 159.2 9.5 _4.30-1 .57 273 -ALLSIZE 3.30 1.0 1.0 1.0 1.0 DA-C1 0.43 0.04 0.39 0.39 1.0 1.0 1.0 1.0 -DA-D1 0.09 0.00 0.09 0.09 1.0 1.0 1.0 1.0 EXHIBIT 4 Rational Formula Drainage Area Calculations MITCHELL & MORGAN BUILDING ~ CJ u .... CJ 0 .... ..; ...J w w ftj (/) N "' > 0 ::::> !'.:! 0 !!? 0 ft/s min min In/Hr cfs In/Hr cfs 1.2 4.6 10.0 6.33 1.4 7.7 1.7 -·--1.3 3.9 10.0 6.33 1.0 7.7 1.3 1.4 4.5 10.0 6.33 2.2 7.7 2.7 1.4 26.4 26.4 3.75 61 .4 4.7 76.5 2.4 4.8 10.0 6.33 18.3 7.7 22.2 10.4 0.0 10.0 6.33 3.0 7.7 3.7 1.9 7.3 10.0 6.33 10.6 7.7 12.9 1.1 7.9 10.0 6.33 -s:s ~7.7 ~ 6.7 10.4 0.0 10.0 6.33 20.9 7.7 25.4 1.2-•-4r 10.0 6.33 -1.4 7.7 1.7 0.7 4.4 10.0 6.33 0.9 7.7 1.1 " 10.4 0.0 .0 6.33 2.2 7.7 2.7 1.4 4.0 10.0 6.33 1.7 7.7 2.1 1.4 26.4 26:4 375 -61 .5-4.7 76.5 2.4 4.8 10.0 6.33 18.3 7.7 22.2 -10.4 0.0 .-1.0.0 6.33 3.0 7.7 3.7 1.9 7.3 10.0 6.33 10.6 7.7 12.9 0.9 5.7 10.0 6.33 1.4 7.7 1.7 1.2 6.3 10.0 6.33 4.0 7.7 4.9 --~ 10.4 0.0 10.0 6.33 20.9 7.7 25.4 10.4 0.0 10.0 6.33 2.4 7.7 3.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 0 0 "' 0 0 0 ~ 0 "' N 0 "' ~ 0 !'.:! 0 !!? 0 In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 8.6 1.9 9.9 2.1 11.1 2.4 12.5 2.7 -8.6 1.4 9.9 1.6 11.1 1.8 12.5 2.1 8.6 3.0 9.9 3.4 11.1 3.9 12.5 4.4 5.3 87.1 6.1 100.0 6.9 113.7 7.9 128.8 8.6 24.9 9.9 28.5 11.1 32.2 12.5 36.1 8.6 4.2 9.9 4.7 11.1 5.4 12.5 6.0 8.6 14.4 9.9 16.5 11.1 18.6 12.5 20.9 8.6 7.6 9.9 8.6 11.1 9.8 12.5 11 .0 8.6 28.5 9.9 32.5 11.1 36.8 12.5 41 .3 8.6 1.9 9.9 2.1 11.1 2.4 12.5 2.7 8.6 1.2 9.9 1.4 11.1 1.5 12.5 1.7 8.6 3.0 9.9 3.5 11.1 3.9 12.5 4.4 8.6 2.4 9.9 2.7 11.1 3.0 12.5 3.4 -s'.3 87.1 6.1 100.1 6.9 113.8 ,_ 7.9 128.8 8.6 24.9 9.9 28.5 11.1 32.2 12.5 36.1 8.6 4.2 9.9 4.7 11.1 5.4 12.5 6.0 8.6 14.4 9.9 16.5 11.1 18.6 12.5 20.9 8.6 2.0 9.9 2.2 11.1 2.5 12.5 2.8 8.6 5.5 9.9 6.3 11.1 7.1 12.5 8.0 8.6 28.5 9.9 32.5 11.1 36.8 12.5 41 .3 8.6 3.3 9.9 3.8 11.1 4.3 12.5 4.8 8.6 0.8 9.9 0.9 11.1 1.0 12.5 1.1 EXHIBIT 4 m >< I OJ :::j c.n &i~z t\J _..; ......L I () ::0 c.... c.... m OJ OJ mN _.. ;:s;: 000 ~~~ _.. _.. _.. ? ? 0 VJN 0 _..\l--Lj __.. 0 ~~~ VJW VJ I I :l>-1:1>-........ --L t\J _.. ...... _.. .j::.~ .j::. _.. ..... N I 000 ~~~ o,o _.. _.. ..... _.. 00 0 I I _.. _.. _.. (]l (]l (]l . (]l (]l (]l www 000 (]l (]l (]l _.. w (]l 00 0 CJ) 000 oo:...... CJ) <D 00 -"-I _.. _.. _.. ??? VJ VJ N (]l 0 0 •INLETNO. •TOINLET ~TOTAL CA ~Tc :II ~ Design Storm Unadjusted i Design Flow Adjusted 9' Design Flow •No. of Pipes 9' Flow Per Pipe 'ii. Friction Slope '#.Pipe Slope •SIZE fVEL. 9-Capacity -LENGTH ~Travel Time ~Tc@End ~ -i () "ti I-6' m m r-() r-Q) Qo "C m ~ Q) >< O 0. I lJ ~ ffi G> Q -i )> -CJ'1 zg aJ ii' c C!'. -o r-:::J CJ en z G> ... .... Note* EXHIBIT6 Copper Falls Executive Suites INLET CAPACITY SUMP CURB: Q = 3.0*L *y"1 .5 L= Q/(3.0*y"1 .5) SUMP CURB CB1 Q= clog= Q clogged= y= L=I SUMP CURB CB1 Q= clog= Q clogged= Chosen L= Flowline y=f WSE= (10 Year Storm) 3.30 cfs 10% 3.63 cfs 0.83 ft 1.solft (100 Year Storm) 4.80 cfs 10% 5.28 cfs 5.00 ft 99. 78 ft 0.04lft 99.78 Recessed inlets curb opening = Height of curb +depression y = 6"+4"=equal 1 O" EXHIBIT 6.1 Cl) 0 3 LL Cl) -CD CD CD ~~ "'~ ., r-~ Pipe Segment Q L L C CD CD j"-l _.. I CD CD CD FL Pipe .j>. "' "' Upstream (ft) Co ~ :....i 00"' J CD CD FL Pipe Downstream .j>. .j>. "' (ft) °'"' ~ OJ 0 0 "' "' w Length (ft) "'CD ~ :... Co Co ~+~ 0 Slope (ft/ft) ~~ ~ 0 0 0 00 0 ~1 ~ ~ Diameter (in) "' "' "' Flow in Pipe .j>. .j>. .j>. (cfs) OJ OJ OJ 00 0 Friction Slope 00 0 (ft/ft) 00 0 "' "' "' "' "' "' !='0 0 Manning's ~w ~ Headloss (ft) "'"' ..... ~CD -I>-"'~OJ Normal Depth 00 0 (ft) OJ OJ OJ 0 00 HGL by CD! CD CD Manning's CJ) CJ) CJ) 0 w u, Upstream (ft) "'"' w HGL by CDI CD CD Manning's "' CJ) CJ) Downstream (o 0 <,, (ft) 0 "'"' HGL by Normal CD CD CD Depth "' CJ) CJ) O> No, Upstream (ft) 0 0 "' HGL by Normal CD CD CD Depth "' "' CJ) Downstream W Cn N (ft} OJ 0 0 HGLat CD CD CD Upstream Pipe CJ) CJ) CJ) 01w c.n (ft) "'"' w I HGLat CD CD CD Downstream "' CJ) CJ) Pipe (ft) Co 6 w 0"'"' .... 0 0 -< m )> ;o :I: -< 0 ~ c r-e=; C> ~ 0 m c z m ("') )> ' ("') c ~ ~ 0 z en LL- CD CD Z "'~ ~ -1--QLL C CD CD j"' ~ I CD CD CD .j>. "' "' Cx> ~ :......i 0 0"' CD CD CD .j>. .j>. "' 0, 00 :i:a. OJ 0 0 J"' w "'CD~ ~ Co Co ~H~ ~~~ OD O 000 ~ ~I ~ "' "' "' WJ W WWW 0 00 00 0 000 "'"'"' CJ) CJ) CJ) ~n o o ~o "' "' OJ ..... "'"' WO> Ol 0 10 10 CJ) CJ) CJ) WWW CDICD CD "' "' CJ) N u, ~ Ol CD "' CD CD CD "' "' CJ) N~6 o w w CD CDI CD "' CJ) CJ) ~ow WW 01 CD CD CD "' "' CJ) N ~O ~ww CD CD CD "' CJ) CJ) t 18 ~ CD CD CD "' "' CJ) i-v~o oww Cl) 0 3 Cl) CD ~ ., ~ Pipe Segment FL Pipe Upstream (ft) FL Pipe Downstream (ft) Length (ft) Slope (ft/ft) Diameter (in) Flow in Pipe (cfs) Friction Slope (ft/ft) Manning's Headloss (ft) Normal Depth (ft) HGL by Manning's Upstream (ft) HGL by Manning's Downstream (ft) HGL by Normal Depth Upstream (ft) HGL by Normal Depth Downstream lftl HGLat Upstream Pipe (ft) HGLat Downstream Pipe (ft) .... 0 -< m )> ;o :I: -< ~ c r-e=; C> ~ ~~ oto m==t c 'l z m ("') )> ' ("') c ~ ~ 0 z en C" ~ cu c Cl) ... II) c( cu .c ii -.c .... ::::s 0 ·-"' t-E EA-A 0.000747 EA-B 0.000575 EA-C 0.001211 EA-D1 0.045234 EA-D2 0.00702 EA-D3 0.001194 EA-D4 0.00498 EA-D5 0.00217 ALLSIZE 0.006719 CT II) -cu c Cl) ·u; ... c( cu .c ii -.c .... ::::s 0 ·-en t-E EA-A 1.000747 DA-B 0.000477 DA-C 0.000664 DA-D 0.000672 DA-E1 0.045234 DA-E2 0.00702 DA-E3 0.001194 DA-E4 0.004981 DA-E5 0.000559 DA-E6 0.001563 ,... EXHIBIT 8.1 HMS SUBBASIN PARAMETERS COPPER FALLS EXECUTIVE SUITES EXISTING CONDITIONS ... Cl) .c = II) E Cl) .~ ::r ...:... ... Cl) "C ::::s z (.) c.. .! z "'5 £ c( >-Oc I-.c Cl) cu ... 0:::.. ii .!2> c:: ... C> "C c 0 "' ... Cl) ::::s 0 -0 0 3: 0 >-Cl) ..... 0 I-en :::c ...J _ ..... 0.48 D 75 324.4 3.33 0.37 D 75 303.8 3.33 0.78 D 75 379.7 3.33 28.95 D 80.34 2182.8 2.45 4.49 D 84.03 692.4 1.90 0.76 D 84.5 -1.83 3.19 D 78.5 820.9 2.74 1.39 D 83.3 523.8 2.00 4.30 D 89.6 -1.16 PROPOSED CONDITIONS ... Cl) .c = II) E Cl) .~ ::r ...:... ... Cl) "C ::::s z (.) c.. .! z c( >-"'5 £ Oc I-.c Cl) cu ... 0:::.. ii .!2> c:: ... C> o en ... ·c; Cl) ::::s "C c 0 -0 >-Cl) I-en 3: 0 :::c ...J ..... 0 _ ..... 640.48 D 75 324.4 3.33 0.31 D 75 190.6 3.33 0.42 D 90.4 -1.06 0.43 D 83.55 340.7 1.97 28.95 D 80.34 2182.8 2.45 4.49 D 84.03 692.4 1.90 0.76 D 84.5 -1.83 3.19 D 78.5 820.9 2.74 0.36 D 83.3 316.7 2.00 1.00 D 83.51 459.2 1.97 EXHIBIT 8.1 Cl) E j:: -C> ~c cu -cu Cl) ...J I!? ... c.. "' ::::s Cl) 0 0 0 >-"' ::.. ct en 2.4 0.17 3.32 0.17 3.2 0.17 1.12 0.44 4.54 0.17 -0.17 2.25 0.17 2.76 0.17 -0.17 Cl) E j:: Cl)~ C> C>~ cu -cu Cl) ...J I!? ... c.. en ::::s Cl) 0 0 0 >-ct en en :=.. 3.4 0.17 1.05 0.17 -0.17 3.55 0.17 1.12 0.44 4.54 0.17 -0.17 2.25 0.17 1.57 0.17 3.05 0.17 EXHIBIT 8. 2A HEC-HMS 5-YEAR EXISTING CONDffiONS OUTPUT Hydrologic Drainage Area Peak Discharge Tirre of Peak Volurre Elerrent (MI2) (CFS) (IN) ··-··-··-·· ---···~ !42"RCP 0.0450000 71.7 16Sep1986, 12:27 3.85 !ALL.SIZE 0.0067200 21.4 16Sep1986, 12:07 4.96 !ASPOND 0.0067200 11.8 16Sep1986, 12:17 4.95 lbox c 0.0520203 77.9 16Sep1986, 12:27 3.90 !box c2 0.0532141 78.9 16Sep1986, 12:28 3.91 !box c3 0.0581941 82.8 16Sep1986, 12:28 3.88 I !CREEK 0.0623221 86.0 16Sep1986, 12:28 3.87 IEA-A 0.0007470 1.8 16Sep1986, 12:08 3.23 IEA-B 0.0005750 1.4 16Sep1986, 12:08 3.23 iEA-C 0.0012110 2.9 16Sep1986, 12:08 3.23 IEA-Dl 0.0450000 84.5 16Sep1986, 12: 18 3.85 !EA-D2 0.0070203 20.0 16Sep1986, 12:07 4.27 IEA-D3 ! 0.0011938 3.4 16Sep1986, 12:07 4.21 IEA-04 0.0049800 12.6 16Sep1986, 12:07 3.60 !EA-D5 0.0021700 6.1 16Sep1986, 12:07 4.21 !JOIN 0.0072950 12.7 16Sep1986, 12: 15 4.82 loutl 0.0623221 86.0 16Sep1986, 12:28 3.87 lout2 0.0072950 12.7 16Sep1986, 12: 16 4.81 jpond 0.0450000 71.7 16Sep1986, 12:26 3.85 jSTPl 0.0623221 86.1 16Sep1986, 12:28 3.87 JSTP2 0.0696171 97.5 16Sep1986, 12:28 3.97 !STP3 I 0.0450000 71. 7 16Sep1986, 12:26 3.85 !STP4 0.0520203 77.9 16Sep1986, 12:26 3.90 ! !STP5 0.0532141 78.9 16Sep1986, 12:27 3.91 ISTP6 ! 0.0581941 82.8 16Sep1986, 12:27 3.88 !STP7 0.0067200 11.8 16Sep1986, 12:17 4.95 I !fRIB 0.0072950 12.7 16Sep1986, 12: 16 4.81 EXHIBIT 8.2A EXHIBIT 8.28 HEC-HMS 5-YEAR PROPOSED CONDffiONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) j42" RCP 0.0452344 72.1 16Sep1986, 12:27 3.85 I add 0.0604081 84.8 16Sep1986, 12:28 3.87 !ALLSIZE 0.0067200 21.4 16Sep1986, 12:07 4.96 [ASPOND 0.0067200 11.8 16Sep1986, 12:17 4.95 [berm2 0.0610721 85.3 16Sep1986, 12:29 3.89 !box c 0.0522547 78.3 16Sep1986, 12:27 3.90 !box c2 0.0534485 79.3 16Sep1986, 12:28 3.91 box c3 0.0584297 83.2 16Sepl986, 12:28 3.88 CREEK 0.0604081 84.7 16Sep1986, 12:28 3.87 IDA-8 ! .000477 1.1 16Sep1986, 12:08 3.23 DA-C .000664 2.4 16Sep1986, 12:07 5.72 IDA-D .000672 1.8 16Sep1986, 12:07 3.80 I I DA-El 0.0452344 84.9 16Sep1986, 12: 18 3.85 IDA-E2 0.0070203 20.0 16Sep1986, 12:07 4.27 IDA-E3 0.0011938 3.4 16Sep1986, 12:07 4.21 I !DA-E4 I 0.0049812 12.6 16Sep1986, 12:07 3.60 IDA-E5 ! .000559375 1.6 16Sep1986, 12:07 4.22 !DA-E6 0.0015625 4.4 16Sep1986, 12:07 4 .25 iDRAININPUT 0.0610721 85.4 16Sep1986, 12:28 3.89 !EA-A .000747 1.8 16Sep1986, 12:08 3.23 iEpond 0.0452344 72.1 16Sep1986, 12:26 3.85 QIN 0.0071970 12.5 16Sep1986, 12: 15 4.84 IPOND_OUT. .. 0.0610721 85.3 16Sep1986, 12:29 3.89 !STPl 0.0589891 83.7 16Sep1986, 12:28 3.88 ISTPlO I 0.0071970 12.5 16Sep1986, 12: 16 4.84 STP2 0.0682691 96.7 16Sep1986, 12:28 3.99 ISTP3 I 0.0452344 72.1 16Sep1986, 12:26 3.85 lSTP4 I 0.0522547 78.3 16Sep1986, 12:26 3.90 ISTP5 0.0534485 79.3 16Sepl986, 12:27 3.91 ISTP6 0.0584297 83.2 16Sep1986, 12:27 3.88 ISTP7 I 0.0067200 11.8 16Sep1986, 12: 17 4.95 ISTP8 .000664 2.4 16Sep1986, 12:07 5.72 \TRIB 0.0071970 12.5 16Sep1986, 12: 16 4.84 ITRIB2 .000664 2.3 16Sep1986, 12:07 5.72 EXHIBIT 8.28 - EXHIBIT 8.3A HEC-HMS 10-YEAR EXISTING CONDffiONS OUTPUT Hydrologic Drainage Area Peak Discharge Tirre of Peak Volurre Elerrent (MI2) (CFS) (IN) J42"RCP .. ·····-··········---.. • """""""""W--•• •• •••••••••-.. 0.0450000 79.8 16Sep1986, 12:30 5.16 I JALL5IZE 0.0067200 24.8 16Sep1986, 12:07 6.36 !ASPOND 0.0067200 14.7 16Sep1986, 12:17 6.35 box c 0.0520203 86.9 16Sep1986, 12:27 5.23 box c2 0.0532141 88.8 16Sep1986, 12:20 5.23 box c3 0.0581941 96.8 16Sep1986, 12:20 5.20 !CREEK 0.0623221 102.8 16Sep1986, 12:21 5.19 iEA-A 0.0007470 2.2 16Sep1986, 12:07 4.52 !EA-B 0.0005750 1. 7 16Sep1986, 12:07 4.52 IEA-C 0.0012110 3.6 16Sep1986, 12:07 4.52 IEA-Dl 0.0450000 103.9 16Sep1986, 12: 18 5.17 IEA-D2 0.0070203 23.9 16Sep1986, 12:07 5.63 IEA-D3 0.0011938 4.0 16Sep1986, 12:07 5.56 !EA-D4 0.0049800 15.5 16Sep1986, 12:07 4.91 ~-DS 0.0021700 7.3 16Sep1986, 12:07 5.56 IN 0.0072950 15.8 16Sep1986, 12: 16 6.21 [Outl 0.0623221 102.8 16Sep1986, 12:21 5.19 !Out2 0.0072950 15.8 16Sep1986, 12:17 6.21 I pond 0.0450000 79.8 16Sep1986, 12:29 5.17 !STPl 0.0623221 103.3 16Sep1986, 12:20 5.19 !STP2 0.0696171 118.0 16Sep1986, 12:20 5.30 !STP3 0.0450000 79.8 16Sep1986, 12:29 5.17 ISTP4 0.0520203 86.9 16Sep1986, 12:26 5.23 !STP5 0.0532141 88.8 16Sep1986, 12: 19 5.23 ISTP6 0.0581941 96.8 16Sep1986, 12: 19 5.20 !STP7 0.0067200 14.7 16Sep1986, 12: 17 6.35 !TRIB 0.0072950 15.8 16Sep1986, 12: 17 6.21 EXHIBIT 8. 3A - EXHIBIT 8.3B HEC-HMS 10-YEAR PROPOSED CONDffiONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 142" RCP ··-··--· _ ........... 0.0452344 80.0 16Sep1986, 12:30 5.16 ladd 0.0604081 100.3 16Sep1986, 12:20 5.20 !ALL.SIZE 0.0067200 24.8 16Sep1986, 12:07 6.36 iASPOND 0.0067200 14.7 16Sep1986, 12: 17 6.35 lberm2 0.0610721 101.1 16Sep1986, 12:21 5.22 !box c 0.0522547 87.1 16Sep1986, 12:27 5.22 !box c2 0.0534485 88.9 16Sep1986, 12:20 5.23 !box c3 0.0584297 97.2 16Sep1986, 12:20 5.20 IC REEK 0.0604081 99.8 16Sep1986, 12:21 5.20 !DA-B .000477 1.4 16Sep1986, 12:07 4.52 !DA-C .000664 2.7 16Sepl986, 12:07 7.17 !DA-D .000672 2.1 16Sep1986, 12:07 5.12 I DA-El 0.0452344 104.5 16Sep1986, 12: 18 5.17 iDA-E2 0.0070203 23.9 16Sep1986, 12:07 5.63 iDA-E3 0.0011938 4.0 16Sep1986, 12:07 5.56 !DA-E4 0.0049812 15.5 16Sep1986, 12:07 4.91 [DA-ES .000559375 1. 9 16Sep1986, 12:07 5.57 jDA-E6 0.0015625 5.3 16Sep1986, 12:07 5.60 jDRAININPUT 0.0610721 101.0 16Sep1986, 12:20 5.22 jEA-A .000747 2.2 16Sep1986, 12:07 4.52 jEpond 0.0452344 80.0 16Sep1986, 12:29 5.17 jJOIN 0.0071970 15. 7 16Sep1986, 12: 16 6.23 jPOND_OUT ... 0.0610721 101.1 16Sep1986, 12:21 5.22 [STPl 0.0589891 98.1 16Sep1986, 12:20 5.21 ISTP10 0.0071970 15.6 16Sep1986, 12: 17 6.23 ISTP2 0.0682691 116.1 16Sep1986, 12:21 5.32 ISTP3 0.0452344 80.0 16Sep1986, 12:29 5.17 iSTP4 0.0522547 87.1 16Sep1986, 12:26 5.23 !STPS 0.05344~ 88.9 16Sep1986, 12: 19 5.23 ISTP6 0.0584297 97.2 16Sep1986, 12: 19 5.20 iSTP7 0,0067~ 14.7 16Sep1986, 12:17 6.35 !STP8 .0006 2.7 16Sep1986, 12:07 7.17 !TRIB 0.0071970 15.6 16Sep1986, 12: 17 6.23 \TRIB2 .000664 2.7 16Sep1986, 12:07 7.17 EXHIBIT 8. 3B EXHIBIT 8 .4A HEC-HMS 25-YEAR EXISTING CONDmONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) --- 42"RCP 0.0450000 90.3 16Sep1986, 12:32 6.07 ALLSIZE 0.0067200 29.2 16Sep1986, 12:07 7.30 ASPOND 0.0067200 18.4 16Sep1986, 12: 16 7.29 box c 0.0520203 98.3 16Sep1986, 12:30 6.13 box c2 0.0532141 99.7 16Sep1986, 12:30 6.14 box c3 0.0581941 110.5 16Sep1986, 12: 16 6.11 !CREEK 0.0623221 120.1 16Sep1986, 12: 16 6.10 !EA-A 0.0007470 2.7 16Sep1986, 12:07 5.40 !EA-B 0.0005750 2.1 16Sep1986, 12:07 5.40 !EA-C 0.0012110 4.4 16Sep1986, 12:07 5.40 jEA-Dl 0.0450000 125.9 16Sepl986, 12:18 6.08 IEA-D2 0.0070203 28.5 16Sep1986, 12:07 6.55 EA-D3 0.0011938 4.8 16Sep1986, 12:07 6.47 EA-D4 0.0049800 18.8 16Sep1986, 12:07 5.80 IEA-D5 0.0021700 8.8 16Sep1986, 12:07 6.47 !JOIN 0.0072950 19.8 16Sep1986, 12: 15 7.14 !Outl 0.0623221 120.1 16Sep1986, 12: 16 6.10 !Out2 0.0072950 19.8 16Sep1986, 12: 16 7.14 pond 0.0450000 90.3 16Sep1986, 12:31 6.07 STPl 0.0623221 120.7 16Sep1986, 12: 16 6.10 !STP2 0.0696171 139.8 16Sep1986, 12: 16 6.21 iSTP3 0.0450000 90.3 16Sep1986, 12:31 6.07 ISTP4 0.0520203 98.3 16Sep1986, 12:29 6.14 !STP5 0.0532141 99.7 16Sep1986, 12:29 6.14 I !STP6 0.0581941 110.5 16Sep1986, 12: 15 6.11 !STP7 0.0067200 18.4 16Sep1986, 12: 16 7.29 ITRIB 0.0072950 19.8 16Sep1986, 12: 16 7.14 EXHIBIT 8. 4A ... EXHIBIT 8.4B HEC-HMS 25-YEAR PROPOSED CONDmONS OUTPUT Hydrologic Drainage Area Peak Discharge Tirre of Peak Volurre Elerrent (MI2) (CFS) (IN) 42" RCP 0.0452344 90.6 16Sep1986, 12:32 6.07 !add 0.0604081 115.5 16Sep1986, 12: 16 6.10 !ALL.SIZE 0.0067200 29.2 16Sep1986, 12:07 7.30 ASPOND 0.0067200 18.4 16Sep1986, 12:16 7.29 berm2 0.0610721 116.8 16Sep1986, 12:17 6.13 box c 0.0522547 98.6 16Sep1986, 12:30 6.13 box c2 0.0534485 100.0 16Sep1986, 12:31 6.14 box c3 0.0584297 110.6 16Sep1986, 12: 16 6.11 CREEK 0.0604081 115.1 16Sep1986, 12: 16 6.10 DA-B .000477 1. 7 16Sep1986, 12:07 5.40 DA-C .000664 3.1 16Sep1986, 12:07 8.14 DA-D .000672 2.6 16Sep1986, 12:07 6.02 DA-El 0.0452344 126.6 16Sep1986, 12: 18 6.08 DA-E2 0.0070203 28.5 16Sep1986, 12:07 6.55 DA-E3 0.0011938 4.8 16Sep1986, 12:07 6.47 DA-E4 0.0049812 18.8 16Sep1986, 12:07 5.80 DA-ES .000559375 2.3 16Sep1986, 12:07 6.48 iDA-E6 0.0015625 6.3 16Sep1986, 12:07 6.51 IDRAININPUT 0.0610721 117.0 16Sep1986, 12: 16 6.13 !EA-A .000747 2.7 16Sep1986, 12:07 5.40 IEpond 0.0452344 90.6 16Sep1986, 12:31 6.07 jJOIN 0.0071970 19.5 16Sep1986, 12: 15 7.17 IPOND_OUT ... 0.0610721 116.8 16Sep1986, 12:17 6.13 !STPl ! 0.0589891 112.1 16Sep1986, 12: 16 6.11 ISTPlO 0.0071970 19.5 16Sep1986, 12: 16 7.17 ISTP2 0.0682691 136.3 16Sep1986, 12:17 6.24 !STP3 0.0452344 90.6 16Sep1986, 12:31 6.07 !STP4 ; 0.0522547 98.6 16Sep1986, 12:29 6.14 ISTPS 0.0534485 100.0 16Sep1986, 12:30 6.14 !STP6 0.0584297 110.6 16Sep1986, 12: 15 6.11 !STP7 0.0067200 18.4 16Sep1986, 12: 16 7.29 !STP8 .000664 3.1 16Sep1986, 12:07 8.14 I !TRIB 0.0071970 19.5 16Sep1986, 12: 16 7.17 !TRIB2 .000664 3.1 16Sep1986, 12:07 8.14 EXHIBIT 8.4B EXHIBIT 8. SA HEC-HMS 50-YEAR EXISTING CONDITIONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) l42"RCP 0.0450000 99.2 16Sep1986, 12:33 7.33 IALLSIZE 0.0067200 32.0 16Sep1986, 12:07 8.61 !ASPOND 0.0067200 29.6 16Sepl986, 12: 12 8.60 lbox c 0.0520203 108.0 16Sep1986, 12:31 7.40 lbox c2 0.0532141 109.6 16Sep1986, 12:32 7.40 !box c3 0.0581941 122.4 16Sep1986, 12: 13 7.37 !CREEK 0.0623221 135.8 16Sep1986, 12: 13 7.36 IEA-A 0.0007470 3.1 16Sep1986, 12:07 6.63 iEA-B 0.0005750 2.4 16Sep1986, 12:07 6.63 IEA-C 0.0012110 5.0 16Sep1986, 12:07 6.63 !EA-Dl 0.0450000 142.9 16Sep1986, 12: 18 7.34 I IEA-D2 0.0070203 31. 7 16Sep1986, 12:07 7.83 iEA-D3 0.0011938 5.4 16Sep1986, 12:07 7.75 IEA-04 i 0.0049800 21.2 16Sep1986, 12:07 7.05 IEA-DS 0.0021700 9.7 16Sep1986, 12:07 7.75 IJOIN 0.0072950 31.5 16Sep1986, 12:12 8.45 ioutl 0.0623221 135.8 16Sep1986, 12: 13 7.36 iout2 0.0072950 28.3 16Sep1986, 12: 13 8.44 !pond 0.0450000 99.2 16Sep1986, 12:32 7.33 jSTPl 0.0623221 136.1 16Sep1986, 12: 13 7.36 JSTP2 0.0696171 164.0 16Sep1986, 12: 13 7.47 iSTP3 ! 0.0450000 99.2 16Sep1986, 12:32 7.33 !STP4 0.0520203 108.0 16Sepl986, 12:30 7.40 fSTPS 0.0532141 109.6 16Sep1986, 12:31 7.40 [STP6 0.0581941 122.4 16Sep1986, 12: 12 7.37 ISTP7 0.0067200 29.6 16Sep1986, 12: 12 8.60 iTRIB ! 0.0072950 28.3 16Sep1986, 12: 13 8.44 EXHIBIT 8.SA EXHIBIT 8. SB HEC-HMS SO-YEAR PROPOSED CONDffiONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) -· ·~-.. . .. . [42" RCP 0.04S2344 99.6 16Sep1986, 12:33 7.33 I add ! 0.0604081 129.4 16Sep1986, 12: 13 7.36 !ALLSIZE 0.0067200 32.0 16Sep1986, 12:07 8.61 I !ASPOND 0.0067200 29.6 16Sep1986, 12: 12 8.60 berm2 0.0610721 131.2 16Sep1986, 12: 14 7.39 box c O.OS22S47 108.4 16Sep1986, 12:31 7.40 lbox c2 O.OS3448S 109.9 16Sep1986, 12:32 7.40 lbox c3 O.OS84297 122.8 16Sep1986, 12: 13 7.37 !CREEK 0.0604081 129.0 16Sep1986, 12: 13 7.36 !DA-B .000477 2.0 16Sep1986, 12:07 6.63 iDA-C .000664 I 3.4 16Sep1986, 12:07 9.48 JDA-D .000672 2.9 16Sep1986, 12:07 7.28 iDA-El ! 0.04S2344 143.6 16Sep1986, 12:18 7.34 !DA-E2 I 0.0070203 31. 7 16Sep1986, 12:07 7.83 JDA-E3 0.0011938 S.4 16Sep1986, 12:07 7.7S iDA-E4 0.0049812 21.2 16Sep1986, 12:07 7.0S I !DA-ES .OOOSS937S 2.S 16Sep1986, 12:07 7.76 IDA-E6 I 0.001S62S 7.0 16Sep1986, 12:07 7.79 IDRAININPUT 0.0610721 131.6 16Sep1986, 12: 13 7.39 IEA-A I .000747 3.1 16Sep1986, 12:07 6.63 jEpond 0.04S2344 99.6 16Sep1986, 12:32 7.33 !JOIN 0.0071970 31.2 16Sep1986, 12: 12 8.47 ~D_OUT ... 0.0610721 131.2 16Sep1986, 12: 14 7.39 ISTPl O.OS89891 124.7 16Sep1986, 12: 13 7.37 jSTPlO 0.0071970 28.0 16Sep1986, 12: 13 8.47 ISTP2 0.0682691 1S9.0 16Sep1986, 12: 13 7.SO ISTP3 0.04S2344 99.6 16Sep1986, 12:32 7.33 ISTP4 O.OS22S47 108.4 16Sep1986, 12:30 7.40 STPS O.OS3448S 109.9 16Sep1986, 12:31 7.40 STP6 O.OS84297 122.8 16Sep1986, 12: 12 7.37 STP7 0.0067200 29.6 16Sep1986, 12: 12 8.60 !STP8 .000664 3.4 16Sep1986, 12:07 9.48 ; iTRIB ; 0.0071970 28.0 16Sep1986, 12: 13 8.47 ITRIB2 .000664 3.3 16Sep1986, 12:07 9.48 EXHIBIT 8.SB EXHIBIT 8.6A HEC-HMS 100-YEAR EXISTING CONDffiONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) --- l42"RCP 0.0450000 155.4 16Sep1986, 12:23 8.51 1ALLSIZE 0.0067200 35.8 16Sepl986, 12:07 9.82 IASPOND 0.0067200 42.6 16Sep1986, 12:09 9.82 lbox c 0.0520203 170.2 16Sep1986, 12:24 8.58 lbox c2 0.0532141 172.6 16Sep1986, 12:25 8.58 'box c3 0.0581941 181.6 16Sep1986, 12:26 8.55 !CREEK 0.0623221 185.2 16Sep1986, 12:27 8.54 :EA-A 0.0007470 3.5 16Sep1986, 12:07 7.80 IEA-8 0.0005750 2.7 16Sep1986, 12:07 7.80 IEA-C 0.0012110 5.7 16Sep1986, 12:07 7.80 IEA-Dl 0.0450000 162.0 16Sep1986, 12: 18 8.52 IEA-D2 0.0070203 35.7 16Sep1986, 12:07 9.02 IEA-D3 0.0011938 6.0 16Sep1986, 12:07 8.95 1EA-D4 0.0049800 24.1 16Sep1986, 12:07 8.23 IEA-05 0.0021700 11.0 16Sep1986, 12:07 8.95 !JOIN 0.0072950 45.2 16Sep1986, 12:09 9.66 ioutl 0.0623221 185.2 16Sep1986, 12:27 8.54 !Out2 0.0072950 39.6 16Sep1986, 12: 10 9.66 jpond 0.0450000 155.4 16Sep1986, 12:22 8.51 /STPl 0.0623221 188.8 16Sep1986, 12:26 8.54 ISTP2 0.0696171 203.6 16Sep1986, 12:27 8.66 iSTP3 0.0450000 155.4 16Sepl986, 12:22 8.51 STP4 0.0520203 170.2 16Sep1986, 12:23 8.58 STP5 0.0532141 172.6 16Sep1986, 12:24 8.59 !STP6 0.0581941 181.6 16Sepl986, 12:25 8.55 ISTP7 0.0067200 42.6 16Sep1986, 12:09 9.82 iTRIB ! 0.0072950 39.6 16Sep1986, 12: 10 9.66 EXHIBIT 8. 6A EXHIBIT 8.6B HEC-HMS 100-YEAR PROPOSED CONDITIONS OUTPUT Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) ------142" RCP 0.0452344 179.3 16Sep1986, 12:23 8.51 !add 0.0604081 209.0 16Sep1986, 12:26 8.55 IALLSIZE 0.0067200 35.8 16Sep1986, 12:07 9.82 !ASPOND 0.0067200 42.6 16Sep1986, 12:09 9.82 berm2 0.0610721 180.1 16Sep1986, 12:28 8.57 box c 0.0522547 194.2 16Sep1986, 12:24 8.58 box c2 0.0534485 196.6 16Sep1986, 12:25 8.58 box c3 0.0584297 205.6 16Sep1986, 12:26 8.55 CREEK 0.0604081 187.4 16Sep1986, 12:26 8.54 DA-B .000477 2.3 16Sep1986, 12:07 7.80 DA-C .000664 3.7 16Sep1986, 12:07 10.72 DA-D .000672 3.3 16Sep1986, 12:07 8.46 DA-El 0.0452344 162.9 16Sep1986, 12: 18 8.52 DA-E2 0.0070203 35.7 16Sep1986, 12:07 9.02 DA-E3 0.0011938 6.0 16Sep1986, 12:07 8.95 DA-E4 0.0049812 24.1 16Sep1986, 12:07 8.23 DA-ES .000559375 2.8 16Sep1986, 12:07 8.96 IDA-E6 0.0015625 7.9 16Sep1986, 12:07 8.99 iDRAININPUT 0.0610721 188.7 16Sep1986, 12:26 8.57 !EA-A .000747 3.5 16Sep1986, 12:07 7.80 IEpond 0.0452344 179.3 16Sep1986, 12:22 8.51 !JOIN 0.0071970 44.7 16Sep1986, 12:09 9.68 IPOND_OUT ... 0.0610721 180.1 16Sep1986, 12:28 8.57 ISTP1 0.0589891 206.6 16Sep1986, 12:26 8.56 !STP10 0.0071970 38.8 16Sep1986, 12: 10 9.68 !STP2 0.0682691 197.9 16Sep1986, 12:28 8.69 ; !STP3 0.0452344 179.3 16Sep1986, 12:22 8.51 lSTP4 0.0522547 194.2 16Sep1986, 12:23 8.58 ISTPS 0.0534485 196.6 16Sep1986, 12:24 8.59 ; iSTP6 0.0584297 205.6 16Sep1986, 12:25 8.55 JSTP7 0.0067200 42.6 16Sep1986, 12:09 9.82 ISTP8 .000664 3.7 16Sep1986, 12:07 10.72 !fRIB 0.0071970 38.8 16Sep1986, 12: 10 9.68 iTRIB2 .000664 3.7 16Sep1986, 12:07 10.72 EXHIBIT 8.6B EXHIBIT 9 TRAPEZOIDAL WEIR ELEVATION-DISCHARGE CALCULATIONS ILENGTfCOF WEIR BASE j 141 ELEVATION (ft) HEIGHT (ft) FLOW (cfs) 93.5 0 0 93.75 0.25 5.89 94 0.5 16.67 94.25 0.75 30.62 94.5 1 47.14 94.75 1.25 65.88 95 1.5 86.60 95.25 1.75 109.13 95.5 2 133.33 95.75 2.25 159.09 96 2.5 186.33 EXHIBIT 9 ~