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Home My WebLink About81 Development Permit 429 A&R Mobile Home Park- CITY OF COi .I .EGE STATION Wellborn Resources LLC P.O. Box 6733 Bryan, Texas 77805 Attn: Kenneth Neatherlin Post Office Box 9960 110 1 Texas Avenue College Station, Texas 77842-9960 ( 4 0 9) 764-3500 May 28,1996 Re: A&R Mobile Home Park Dear Kenneth : In response to your letter of May 22, 1996, I have the following information . The site which you describe is located within the City of College Station's extraterritorial jurisdiction. As such, we have subdivision regulations which would be applicable for any activity that would require platting . It is our understanding, however, that your intentions are not to subdivide the property but rather retain ownership and lease the mobile home sites . It is also our understanding that you intend to wholly contain your site operations within the 75 acres described . As su ch, we see no need for you to submit any plats on the subject tract nor submit any site plans for proposed improvements to the property. This letter is intend ed to inform you o f t he City of College Station requirements and does not ex empt you fro m any County sub mi ttals that may be necessary. Please feel free to contact me if you have any further questions. Veronica J.B. Morga: Asst. City Engineer cc: Shirley Volk, Development Coordinator Sabine Kuenzel, Senior Planner Kent Laza, City Engineer o:ldeve _ ser\v\annob.doc Home of Texas A&M University May 22, 1996 WELLBORN RESOURCES LLC P.O. BOX 6733 BRYAN, TEXAS 77805 City of College Station Veronica Morgan Assistant City Engineer College Station, Texas 77840 Dear Veronica, We are in the process of purchasing the A&R Mobile Home Park on Koppe bridge Road in Wellborn. The legal description is 75 acres out of the Samuel Davidson League, Tract 7 (Attached is a survey). Our intentions are to expand the number of leased homesites. We are not subdividing the property for sale. It is our understanding from previous conversations with your office that we reside in a part of Brazos county not under your jurisdiction. We believe that we are under state and county regulations and therefore would not need to submit any plans, permits, plats, or fees to the City of College Station. Would you please confirm this to us in writing at the above address. Thank you for your cooperation in this matter. Sincerely, 2?2Z-_ Kenneth Neatherlin Member BCS CAPITAL--J. FALCONE Fa x : 409-823-7099 ,~---···--...,,.,""~-··---.... I ~ ~N ti! If' 0 0 00 ~g l J .D.1Jt,1x11K¢~ ~ 0 • 00 . 0 0 . o~ Pfll.\C.\ os 9\J~K~~\."'rt~ ~~AC. T S~y,/\\J£\... 'OIW\t) .. Ct.J l.t~fe.Vi \.1C9•Hn ........ """C..,O• •&.fh S•lflllfO "V-.•C SU'IVC,.O• Bna.""-•~ C,o..,..,~ ,IE.-."-~ "vc.u"T \~~~ 'iC.~1..\,: \". \00 . 'Of: O"'"' Ma~ 22 02:17 r-.c::: -. \ DRAINAGE REPORT FOR Lots 2,3,4,5,6, 7, Block "C" Lots 1,2,3,4,5,6, Block "D" Ashford Square Subdivision & Lots 2 and 3, Block "1" Dartmouth Addition Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 26-March, 199/'0 1 · DEVELOPED BY: Mr. David Scarmardo D .W .S. Inc . P .O . Box 4508 Bryan, TX 77805 ( 409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409) 846-6212 DRAINAGE REPORT for Lots 2,3,4,5,6,7, Block "C" Lots 1,2,3,4,5,6, Block "D" Ashford Square Subdivision & Lots 2 and 3, Block "1" Dartmouth Addition Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 26-March, 1998 GENERAL LOCATION & DESCRIPTION: The proposed areas to be developed are within the Ashford Square and Dartmouth Addition Subdivisions . They are located adjacent to the southeast side of Southwest Parkway approximately 1350 feet east of the Texas Avenue (SH 6-Business) and Southwest Parkway intersection (see Appendix 1: "General Location Map"). Private, center drain, concrete alleys comprise the existing means of vehicle circulation as well as stormwater conveyance throughout the Ashford Square Subdivision. Water collects at a grate inlet and is released into an existing channel common to both subdivisions via 2-36" concrete pipes . The Dartmouth Addition Subdivision is currently being platted . Existing storm water runoff from this subdivision generally travels overland to the common drainage channel. Currently, all areas under development are vacant. Existing ground cover consists of grasses and a few trees . This site is not within the 100-year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas and Incorporated Areas, Community No. 480083, Panel No . 0144C, effective date : July 2 , 1992 (see Appendix 2 : "Flood Insurance Rate Map"). Surrounding developments include a mobile home park to the south and a commercial shopping center to the west. Proposed improvements for the Ashford Square Subdivision include a resubdivision into 19 lots zoned for duplex dwellings (R-2) and 1 lot zoned for administrative-professional (A-P). Full development is expected . The center drain alley section will be removed and replaced with a standard crown, 28 foot back to back curb and gutter street section . The grate inlet and associated pipes will be removed and replaced with a grassed swale to convey stormwater to the channel. Proposed improvements for the Dartmouth Addition Subdivision, lots 2 and 3, include an apartment complex . Ashford Square I Dartmouth Addition Drainage Report : Page 2 DRAINAGE BASIN & SUB-BASINS: The primary drainage basin for this area is the Bee Creek drainage basin . The Ashford Square site drains southeast to an existing open ditch section common with the Dartmouth Addition. The Dartmouth Addition subdivision site drains generally to the southwest and into the common drainage channel. The drainage channel continues through the Oak Forest Mobile Home Park and ultimately discharges into the Bee Creek main channel just downstream from the Texas Avenue structures . The site area studied is included in approximately 140 acres comprising the majority of the existing Ashford Square Subdivision (SB-I), the Dartmouth Addition Subdivision (SB-3) and 109 acres of off-site area consisting mainly of duplex development (SB-2). The existing ditch has an upstream contributing drainage area of approximately 109 acres which include -91.18 acres of developed area and-17.88 acres of undeveloped grassy areas (see Appendix 3 : "Drainage Areas"). Sub-basins were delineated using the 1994 City of College Station topographic maps . Under developed conditions, the Dartmouth Addition drainage area changes slightly to account for the Dartmouth Drive extension precluding some area and the apartment development including some additional area. The additional area assumption was made on the basis that all runoff from the apartment complex will be directed via grading of grass and pavement to the common channel. DRAINAGE DESIGN CRITERIA: Due to the expected increase in runoff, "combined" detention will be provided . An analysis of existing conditions was made to determine design constraints . The SCS Unit Hydrograph Method with a storm duration of 24 hours was used to determine pre and post developed runoff rates from the site areas . Initial water surface elevations were computed using the HEC-2 program. The hydrographs for SB-1 SB-2 and SB-3 were combined at a common point in the channel yielding a total pre and post developed Hydrograph. Detention pond routing was performed using the Level Pool Routing Method . Street flow within the subdivision was determined using the Rational Method . Depth of flow was determined using Manning's Equation . This report documents the 2 - 100 year storm events . A discussion of existing and post developed conditions follows . DRAINAGE ANALYSIS AND DESIGN: EXISTING CONDITIONS : The existing channel adjacent to the two developments has a significant upstream drainage area . A point of evaluation along the channel immediately downstream of the development was chosen to enable the combination of the developments' hydro graphs to the channel sub-basin's Hydrograph . Existing conditions for the channel and sub-basins , SB-1 , SB-2 , and SB-3, were obtained from the City of College Station topographic and aerial photo maps. The following table summarizes the individual sub-basin characteristics (see Appendix 8 "Hydrologic Calculations" for summary of computation). Ashford Square I Dartmouth Addition Drainage Report : Page 3 Sub-Basin Total Area Avg. CN Tc (acre) (pre/post) (Min) SB-1 17 .055 89/92 10 SB-2 109 .056 88/88 33 SB-3 12 .20/13 . 770 80/89 10 Table 1 Cross sections along the channel were taken adjacent to the site and water surface elevations were determined (see Appendix 3 "Drainage Areas" for cross section location). The following table summarizes the results for the 100 year event (see Appendices 8 and 9 for Hydrologic and hydraulic computation). Cross WSEL Depth QlOO **Velocity (ft/s) Section (ft) (ft) (cfs) LOB/CH/ROB D-D 274 .7 4 .7 812 .1 1.1/5 .8/1.1 d'-d' 273.6 4.4 971.0 3 .6/7.3/3 .1 E-E 272 .1 6 .1 971.0 1.8 I 6.4 I 2.4 F-F 269.8 5.8 971.0 4.4 I 9.7 I 4 .5 *G-G 267.8 4 .7 971 .0 1.8 I 5.2 I 1.8 Table 2 *section G-G was the starting section for the HEC-2 runs . Water surface for this section obtained using Manning's Equation with existing cross sectional geometry . ** indicates: LOB= left over bank, CH=channel , ROB=right over bank The water surface elevations for pre-developed conditions were used to delineate an area of flooding for the 100 year event and is depicted on the drainage exhibit in Appendix 3 . Flooding occurs on the immediate site area as well as down stream in the mobile home park under existing conditions . Due the channel cross sectional geometry at section E-E, the water surface elevation did not drastically decrease during lesser storm events. The 2, 5, 10, & 25 year water surface elevations are 270 .1, 270 .8, 271.3, & 271.6 respectively with the 50-year water surface elevation being 272 .0 . This factor limits the flow line at which drainage infrastructure can be placed and still be functional. Additionally, the southmost new street to be demolished and reconstructed in the Ashford Square Subdivision has to match in elevation to existing pavement within the subdivision limiting the slope and carrying capacity of the road section . Although no vehicular traffic will use this intersection, current runoff drains down this street and to the existing channel via two existing 36" concrete pipes . Ashford Square I Dartmouth Addition Drainage Report : Page 4 PROPOSED CONDITIONS : DRAINAGE: Under proposed conditions the curve number for the two subdivisions increase as referenced in table 1 above . The resulting increase in peak stormwater runoff for each storm event is summarized below for both individual sub-basin and combined sub-basin hydrographs. Storm SB-1 SB-2 SB-3 Combined Return Qpre I Qpost Qpre I Qpost Qpre I Qpost Qpre I Qpost (cfs) (cfs) (cfs) (cfs) 2 72 .80 I 77 .94 268 .64 I 268.64 39.91 I 58.91 317 .52 I 332.17 5 105.45 I 110.21 395 .25 I 395.25 62 .74 I 85.33 469.47 I 486 .03 10 134 .15 I 138 .55 506.98 I 506 .98 83.49 I 108 .55 603.79 I 621.84 25 162 .23 I 166 .28 616.42 I 616.42 104 .00 I 131.27 735.44 I 754.91 50 193.23 I 196.95 737 .29 I 737 .29 126 .76 I 156 .36 880 .89 I 901.96 100 212.43 I 215 .96 812 .12 I 812 .12 140 .87 I 171.90 970 .94 I 993 .02 Table 3 The following two graphs depict the Hydrograph addition for pre and post developed conditions at the 100-year event. RUNOFF HY DROGRAP HS SCS UNIT HYDROGRAPH METHOD 1100-.---------------------------, ADDEDHYDROGRAPHPEAK o=s12s:r~2;7~s ttn 1::::::···:::::::::·: .. ::: ............... ~~~1_1 __ ·~-~--1_2 __ 1~-~ .................. :::::::::::::::: :::::::::::::J 0 =2 12 ;r~~ ~7~ ttn I:: .. :·::.::::::::::::·:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: 300 ·········1 SB-3 PEAK 200 .......... · 0=141cfs<ill 11.98hn I::·::::::: ·::: .. ··:::::::::::::::::::::::::·:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::·:: 3.80 5.57 7.35 9.12 10.9 12.6 1'., 16.2 11.0 11.7 21 .5 2:1.3 25.1 TIME (hrs) Figure 1: Pre De veloped Conditions - --~~---------------- Ashford Square I Dartmouth Addition Drainage Report: Page 5 RUNOFFHYDROGRAPHS SCS UNIT HYDROGRAPH METHOD 1100-r-------------~;::::::==============:------, 1000 IOO IOO c;; 700 .... ,2_ IOO ~ 500 i •oo 300 200 ·················~-----~· SB-2 PEAK Q-812 cfi@ 12.18 hn ---··············· ADDED HYDROG RAPH PEAK Q-993 cfJ@ 12.08 hn SB-1 PEAK ·············· ·· ····················································••······································ .............. Q-2 16 cfs@ 11.98 hn ............. . ............................................................................................. . SB-3 PEAK ·················· ···· ··························································································· Q-172 cfs@ 11.98 hn 3.2S S.02 6.80 8.S7 10.3 12.1 13.9 1S.6 17.• 19.2 21.0 22.7 2•.S TIME (hrs) Figure 2: Post Developed Conditions Refer to Appendices 3, 6, & 8 for drainage areas , site plans, and hydrologic computation. Flooding currently occurs in the mobile home park. Within the private streets, creek crossings perform as low water crossings due to inadequate culvert capacity. In light of this, the proposed Ashford Square and Dartmouth Addition subdivisions will need to develop in a manner that does not aggravate the existing problem within the mobile home park. To accomplish this, upstream channel and "combined" detention improvements will be constructed. Although these improvements will attenuate post developed flows from the Ashford Square lots and Dartmouth Addition apartment project, they will not mitigate for downstream or upstream (above Southwest Parkway) flood related problems due to existing conditions nor aggravate these conditions .. CHANNEL IMPROVEMENTS : In order to utilize the total Ashford Square site area for development, fill will need to be placed on the lots that presently get inundated . Fill heights were determined based on pre developed water surface elevations and finished floor elevations were set. Finished floor elevations for the resubdivided lots are as follows : Lot/Blk 3R/D 4R/D 5R/D 6R/D 7R/D 8R/D 9R/D IOR/D llR/D 6R/C Elev. 275.5 275 .0 274 .0 273 .0 273 .0 274 .0 274 .5 275 .0 275 .0 273 .0 Table 4 ---------------------- Ashford Square I Dartmouth Addition Drainage Report : Page 6 The proposed fill will alter the channel cross section . A design section that would contain the 100-year event was determined . This section consists of a trapezoidal channel with 3 : 1 side slope and a 12' bottom width . The entire channel will be lined with concrete rubble for permanent slope and erosion control with 4" minimum and 30" maximum dimensions . Minimum weight for each piece is to be 100 pounds, established to prevent pieces from being transported downstream during high flow events . · "COMBINED" DETENTION: j(' ;1 lo+ gc_ /] //<. 0 The term "combined" as is used in this report applies to lots 2 ,3 ,4 ,5,6,7 , Block "C", lots 1 2 3 4 ~"Ashford Square Subdivision to be resubdivided and lots 2 an 3, Block "l" of the Dartmouth Addition Subdivision . The channel and detention facility is intended to be a City maintained facility and is situated within a public drainage easement as such . As referred to above , sub-basin SB-1 contains the Ashford Square subdivision . The onl ortion of this subdivision accommodated b this re ort and Ian are those lots nor mentione . Any currently undeveloped lots within Blocks "A" through "D" not included in the current replat of Ashford Square will need to provide individual drainage analysis and detention upon development. Likewise , the only portion of the Dartmouth Addition subdivision in sub-basin SB-3 accommodated by this report and plan are those lots prior mentioned . The commercial and administrative I professional tracts, Lot 1, Block "1" and Lot 1, Block "2" will need to provide individual drainage analysis and detention . Refer to Appendices 4 & 5 for plats of these developments . Detention is to be accomplished within the improved channel. The channel will widen to -260' at the downstream end forming the main detention basin . Side slopes are to be 3 : 1 with Bermuda grass sod within the limits of the main basin . A concrete pilot channel will be provided through the basin to the outlet . The outlet for the basin is to be a channel section with a discharge rate equaling the pre-developed computed flow rates . This outlet section was determined to be a trapezoidal channel with 2 : 1 side slopes and an 8' bottom width on an 0 .8% slope. The outlet channel will need to be lined with rock or concrete rubble grouted in place . Both the upstream and downstream face of the outlet will receive this grouted rubble for a width of-40'-80'. The downstream face of the outlet is approximately 33' from the intersection of the existing channel with the property line . The grouted rubble is to extend to the property line to mitigate expansion turbulence and afford erosion protection . The following table summarizes the detention pond characteristics . - -------------------- Ashford Square I Dartmouth Addition Drainage Report : Page 7 Elevation Depth Iner. Volume Total Storage Discharge (ft} (cf) (cf) (cfs} 264.0 0 .0 0 0 0 .00 264.5 0 .5 2116 2116 7 .09 265 .0 1.0 7718 9833 22 .94 266.0 2.0 22838 32671 80.46 267.0 3.0 28423 61094 174 .91 268.0 4 .0 33212 94307 311.03 269 .0 5 .0 38717 133024 493 .67 270 .0 6 .0 44667 177691 727 .58 270.8 6 .8 39947 217638 954 .72 271.0 7.0 10715 228353 1017.36 Table 5 After routing the synthetic storms through the design facility , it is verified that 100% attenuation of post developed runoff is achieved for all required storm events (5yr -lOOyr) and 96% attenuation is accomplished for the 2-year event. The following table compares pre-developed and routed post developed peak flow rates as well as water surface elevations for creek section E-E and detention facility (see Appendices 4 , 5, and 6 for hydrologic, hydraulic , and routing computations). Storm Qpre WSEL Q post Q released WSEL Qpost Atten. Return (cfs} (existing} (cfs} (cfs} (det. basin} (%} 2 317.52 270 .1 332 .17 318.09 268 .04 96 5 469 .47 270 .8 486 .03 469 .05 268 .88 100 10 603 .79 271.3 621.84 603:30 269.50 100 25 735.44 271.6 754 .91 734.89 270 .03 100 50 880 .89 272.0 901.96 880.43 270 .55 100 100 970 .94 272 .1 993 .02 970.47 270.85 100 Table 6 The section just off-site, section F-F , returns to original pre-developed flow conditions . Section G-G, inside of the mobile home park, experiences no change in flow characteristics from the post developed conditions . ----------------------- STREETS : The south-most street is the most critical with respect to slope and carrying capacity. Currently the alley section has a slope of0.6%. Due to the constraint of matching existing pavement with the new street section, the new street will have approximately the same slope. Flow rates for street runoff were determined using the Rational Method . The proposed south street will be a standard 28' measured from the back of curbs . The water surface for the 10-year event would exceed the top of curb for this street by -0.3 feet. As mentioned previously, storm sewering the flow is not possible due to the water surface elevation in the creek. In order to reduce the flow in the proposed street, a transition section will be constructed which directs stormwater into a depressed parking area. This depressed parking area has the capacity to convey the entire off site contributing 100-year flow under the offsite area's existing condition . This drainage way will have a slope of 0 .5% and velocities during the 100-year event were determined to be acceptable for sod (<6 ft/sec). The section can be viewed in Appendix 7, "Construction Plans -Ashford Square Subdivision". The flow from the depressed parking channel will have a maximum depth of 0 .6' during the 100-year event (see Appendices 8 and 9 for hydrologic and hydraulic computations). Rock or concrete rubble will be provided at the discharge point where the runoff enters the detention pond . CONCLUSIONS: The drainage situation surrounding these developments is marginal. Flooding occurs on site and immediately downstream within the mobile home park under existing conditions. The development of the site areas was analyzed using SCS methods in conjunction with appropriate hydraulic analysis to determine water surface elevations, attenuation and impact. Addition of the sub-basin hydro graphs show that there is an average increase of 3% in pre and post developed peak discharges due to development of the two projects . This supports the combined detention of stormwater runoff from the sites , thereby not aggravating peak flow flooding conditions . The detention pond design allows for 100% attenuation of post developed flows for the 5 -100 year return events and 96% attenuation for the 2-year return event. Although these improvements will attenuate post developed flows from the Ashford Square lots and Dartmouth Addition apartment project, they will not mitigate for downstream or upstream (above Southwest Parkway) flood related problems due to existing conditions nor aggravate these conditions . These results appear to be conducive to developing without major modification to the downstream drainage channel, however channel and slope realignment should be considered to bring the channel into a more uniform section that might be able to handle the existing flow at lower water surface elevations . APPENDICES 1) 2) 3a) 3b) 4) 5) 6a) 6b) 7) 8) 9) General Location Map -U.S .G .S . Quad Flood Insurance Rate Map -F .E .M .A. Drainage Areas Existing Conditions Drainage Areas Developed Conditions Ashford Square Replat Dartmouth Addition Plat Site Plan -Ashford Square Site Plan -Dartmouth Addition Apartment Complex Construction Plans -Ashford Square Hydrologic Calculations Hydraulic Calculations E:\HAEST AD\PllASHFORDIASHDDP2 .wpd APPENDIX 1 GENERAL LOCATION MAP N.T.S . SUBJECT TRACTS APPENDIX2 FLOOD INSURANCE RATE MAP-F.E.M.A. APPENDIX8 HYDROLOGIC CALCULATIONS Job File: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB -8.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== ASHFORD SQUARE RESUBDIVISION PROJECT MORGAN RECTOR SURVEY, A-46 COLLEGE STATION, BRAZOS COUNTY, TEXAS DRAINAGE & DETENTION S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:22:35 Date: 03 -16 -1998 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* CARRABBA -PRE •••• Pr e •• 2 Executive SLt1111ary (Nodes) .......... 1.01 CARRABBA -PRE •••• Pre •• 5 Executive SLt1111ary (Nodes) .......... 1.02 CARRABBA·PRE •••• Pre.10 Executive SLt1111ary (Nodes) .......... 1.03 CARRABBA -PRE •••• Pre.25 Executive SLt1111ary (Nodes) .......... 1.04 CARRABBA-PRE •••• Pre.SO Executive SLt1111ary (Nodes) .......... 1.05 CARRABBA -PRE •••• Pre100 Executive SLt1111ary (Nodes) .......... 1.06 Network Cales Sequence ............. 1.07 ********************** CN CALCULATIONS ********************* CARRABBA -TR-PRE Runoff CN -Area 2.01 SB·2 -EX -CON ••••• Runoff CN-Area 2 .02 SB-I PRE •••••••• Runoff CN-Area 2.03 *********************** POND ROUTING *********************** NUL L POND IN Pre •• 2 Node: Pond Inflow SLt1111ary .......... 3.01 NULL POND IN Pre •• 5 Node: Pond Inflow SLf1111B ry .......... 3.02 NULL POND IN Pre. 10 Node : Pond I nfl OW SLt1111ary .......... 3.03 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfl1)Ute Time: 16:22:35 Date: 03 -16 -1998 Table of Contents ii Table of Contents (continued) NULL POND IN Pre.25 Node: Pond Inflow Sl.ITITlary •••••••••• 3.D4 NULL POND IN Pre.SO Node: Pond Inflow S1.111T1ary •••••••••• 3.05 NULL POND IN Pre100 Node: Pond Inf l ow S1.111T1ary •••••••••. 3.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C0111>Ute Time: 16:22:35 Date: 03 -16 -1998 Type .••• Executive S'-'llllary (Nodes) Name .••. CARRABBA-PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••. Type!! 24hr Tag: Pre .. 2 NETWORK SUMMARY --NOOES Page 1.01 Event: 2 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre .• 2 Description: 2 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.4210 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------------------------....................... ... ...................... CARRABBA PRE AREA 2.434 12.0000 39.91 NULL POND IN POND 35.388 12.1000 317.52 NULL POND OUT POND 35.388 12.1000 317.52 Outfall PRE POINT EVAL JCT 35.388 12.1000 317.52 SB-1 PRE AREA 4.577 11.9750 72.80 SUB-2 EX-CON AREA 28.377 12.1750 268.64 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:>Ute Time: 16:22:35 Date: 03-16-1998 Type .... Executive Surrnary (Nodes) Name .... CARRABBA-PRE File .•.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm .•• Type!! 24hr Tag: Pre .. 5 NET\JORK SUMMARY --NODES Page 1.02 Event: 5 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre .. 5 Description: 5 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.0210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft --------------------------------------------......................... CARRABBA PRE AREA 3.864 11.9750 62.74 NULL PONO IN POND 52.853 12.1000 469.47 NULL POND OUT POND 52.853 12.1000 469.47 Outfall PRE POINT EVAL JCT 52.853 12.1000 469.47 SB-1 PRE AREA 6.759 11.9750 105.45 SUB-2 EX-CON AREA 42.230 12.1750 395.25 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:22:35 Date: 03 -16-1998 Type .... Executive S1JT111ary (Nodes) Name •.•. CARRABBA-PRE File .••• E:\HAESTAD\PONOPACK\PPK6\ASHFORD\COMB-8.PPK Storm ... Type!! 24hr Tag: Pre.10 NETWORK SUMMARY --NODES Page 1.03 Event: 10 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Oesgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre.10 Description: 10 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4390 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------·-·---------------..................... --------- CARRABBA PRE AREA 5.186 11.9750 83.49 NULL PONO IN POND 68.633 12. 1000 603.79 NULL PONO OUT POND 68.633 12.1000 603.79 Outfall PRE POINT EVAL JCT 68.633 12.1000 603.79 SB-1 PRE AREA 8.722 11. 9750 134.15 SUB-2 EX-CON AREA 54.724 12.1750 506.98 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COflllllte Time: 16:22:35 Date: 03-16-1998 I Type ..•. Executive Sl.lmlary (Nodes) Name •.•. CARRABBA ·PRE File .•.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB·8.PPK Storm ... Type!! 24hr Tag: Pre.25 NETIJORK SUMMARY ·· NODES Page 1.04 Event: 25 yr (Trun.= HYG Truncation : Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desg i n Storm File, ID = BRAZOS.RNQ SCS ·24HR ALL Storm Tag Name = Pre.25 Description: 25 YR · 24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8360 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= . 1000 hrs HYG Vol Qpeak Node ID Type ac·ft Trun. hrs -----------------·------------------ CARRABBA PRE AREA 6.520 11.9750 NULL POND IN POND 84.334 12.1000 NULL POND OUT POND 84.334 12. 1000 Outfal l PRE POINT EVAL JCT 84 .334 12.1000 SB-1 PRE AREA 10.671 11. 9750 SUB-2 EX-CON AREA 67 .143 12 .1750 S/N: HOMOL0863131 KLING ENGINEERING End = 24 .0000 hrs Qpeak Max IJSEL cfs ft ·---------··----- 104.00 735.44 735.44 735.44 162 .23 616.42 Pond Pack Ver: 6-24 -97 :053 COfl'4)Ute Time: 16:22:35 Date: 03-16 -1998 Type •... Executive Sl.llfllary (Nodes) Name .•.. CARRABBA-PRE File ••.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB ·8.PPK Storm •.• Type!! 24hr Tag : Pre.SO NETWORK SUMMARY --NODES Page 1.0S Event: SO yr (Trun.= HYG Truncation : Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desg i n Storm File,ID = BRAZOS.RNQ SCS -24HR ALL Storm Tag Name = Pre.SO Description : SO YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = SO yr Total Rainfall Depth= 10.3880 in Duration Mult i plier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun . hrs cfs ft --------------------------------------------......................... CARRABBA PRE AREA 8.024 11.97SO 126.76 NULL POND IN POND 101.890 12.1000 880 .89 NULL POND OUT POND 101.890 12.1000 880 .89 Outfall PRE POINT EVAL JCT 101.890 12.1000 880.89 SB-1 PRE AREA 12.847 11. 9750 193.23 SUB-2 EX -CON AREA 81.019 12.17SO 737.29 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :OS3 Compute Time: 16:22:3S Date: 03 -16 -1998 Type •.•. Executive SlJTl11ary (Nodes) Name •.•. CARRABBA·PRE File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8 .PPK Storm •.. Type!! 24hr Tag: Pre100 NET\IORK SUMMARY --NODES Page 1.06 Event: 100 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pr e100 Description: 100 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.3530 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------------·-· ---------................... .. ................. CARRABBA PRE AREA 8.968 11.9750 140.87 NULL POND IN POND 112.848 12.1000 970.94 NULL POND OUT POND 112.848 12.1000 970.94 Outfall PRE POINT EVAL JCT 112.848 12 .1000 970.94 SB-1 PRE AREA 14 .203 11. 9750 212.43 SUB-2 EX-CON AREA 89.676 12.1750 812.12 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 COIJllUte Time: 16:22:35 Date: 03 -16 -1998 Type ..•• Network Cales Sequence Name •••. CARRABBA-PRE Page 1.07 Event: 100 yr File .... E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB -8.PPK Storm ••• Type!! 24hr Tag: Pre100 NET\JORK RUNOFF NOOE SEQUENCE =========================================================================== Runoff Data Apply to Node Receiving Link =========================================================================== SCS UH SB-I PRE SCS UH SB-2 EX-CON SCS UH CARRABBA -PRE Subarea SB-1 PRE Subarea SUB -2 EX -CON Subarea CARRABBA PRE S/N: HOHOL0863131 KLING ENGINEERING Add Hyd SB-1 PRE Add Hyd SUB -2 EX -CON Add Hyd CARRABBA PRE Pond Pack Ver: 6-24 -97 :053 C~te Time: 16:22:35 Date: 03-16-1998 Type ..•. Network Cales Sequence Name ..•. CARRABBA-PRE File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••. Type!! 24hr Tag: Pre100 NETWORK ROUTING SEQUENCE Page 1.08 Event: 100 yr =========================================================================== Link Operation UPstream Node DNstream Node =========================================================================== Add Hyd CARRABBA PRE Add Hyd SB-2 EX-COND Add Hyd SB-1 PRE Subarea CARRABBA PRE Subarea SUB-2 EX-CON Subarea SB-1 PRE POND ROUTE TOTAL OUTFLOW .•• Total Pond Outflow Pond NULL POND SET POND ROUTING LINK TO TOTAL POND OUTFLOW •.. Outlet TRIAL 1 Outflow NULL POND S/N: HOMOL0863131 KLING ENGINEERING Pond Pond Pond NULL POND NULL POND NULL POND IN Outflow NULL POND IN IN IN OUT OUT Jct PRE POINT EVAL Pond Pack Ver: 6-24-97 :053 Compute Time: 16:22:35 Date: 03-16-1998 Type •••. Runoff CN·Area Name •••. CARRABBA·TR-PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Title ••• CARRABBA -GLOCKSEEN TRACT PRE DEVELOPED CONDITIONS .RUNOFF CURVE NUMBER DATA Page 2.01 ........................................................................... ·········································································· CARRABBA·GLOCKSEEN TRACT PRE DEVELOPED CONDITIONS lfl1)erv i ous Area Adjustment Adjusted So i l/Surface Description CN acres %C %UC CN -----------------.. - GRASSED 80 12 .200 80.00 COMPOSITE AREA & WEIGHTED CN ---> 12.200 80 .00 (80) ··········································································· ........................................................................... S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 COIJ1Jl.lte Time : 16:22:35 Date: 03 ·16 -1998 Type .... Runoff CN -Area Name .•.. SB -2-EX-CON File .•.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Title ••• TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.02 ·········································································· ·········································································· TOTAL SUB -BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS Soil/Surface Description HSG-D,FIELD GRASSES,BRUSH HSG-D,DEVELOPED AREAS HSG-D,DEVELOPED AREAS COMPOSITE AREA & WEIGHTED CN ---> CN 80 89 89 Area acres __ ... __ ... ___ 17.878 72.068 19.110 109.056 l~rvious Adjustment xc xuc -...... --...... --- Adjusted CN 80.00 89.00 89.00 87 .52 (88) ............................................................................ ............................................................................ S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:22:35 Date: 03-16 -1998 Type ••.. Runoff CN -Area Name .... SB-I PRE File •... E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COHB-8.PPK Title .•. SB-I PRE-DEVELOPED RUNOFF CURVE NUMBER DATA Page 2.03 ·········································································· ·········································································· SB-I PRE-DEVELOPED Soil/Surface Description IMPERVIOUS GRASSED COMPOSITE AREA & ~EIGHTED CN ---> CN 98 80 Area acres ----·--·- 8.507 8.548 17.055 lrrpervious Adjustment Adjusted %C XI.JC CN ..... -.. -.. ---- 98.00 80.00 88.98 (89) ............................................................................ ··········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 COfll>Ute Time: 16:22:35 Date : 03 -16-1998 I Type •••• Node: Pond Inflow S'-'lllliiry Name •••. NULL POND IN File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Type!! 24hr Tag: Pre •• 2 SUMMARY FOR HYDROGRAPH ADDITION at Node: NULL POND IN HYG Directory: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 3.01 Event: 2 yr ========================================================================== Upstream Link ID Upstream Node ID HYG file CARRABBA PRE SB-2 EX-COND SB-1 PRE CARRABBA PRE SUB-2 EX-CON SB-1 PRE COMB-8.HYG COMB -8.HYG COMB-8.HYG HYG ID CARRABBA -P RE SB -2 EX-CON SB-I PRE HYG tag Pre •• 2 Pre •• 2 Pre •• 2 ========================================================================== INFLO\.IS TO: NULL POND IN ----------------------------------------Voll.Ille Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG CARRABBA-PRE Pre •• 2 2.434 12.0000 39.91 COMB-8.HYG SB-2 EX-CON Pre •• 2 28.377 12.1750 268 .64 COMB-8.HYG SB-I PRE Pre •• 2 4.577 11. 9750 72.80 TOTAL FLO\.I INTO: NULL POND IN ----------------------------------------Voll.Ille Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG NULL POND IN Pre •• 2 35.388 12.1000 317.52 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 COfl1:>llte Time: 16:22:35 Date: 03-16-1998 Type .... Node: Pond Inflow Sllllllary Name ••.. NULL POND IN File .••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8 .PPK Storm .•. Type!! 24hr Tag: Pre .. 5 SUMMARY FOR HYDROGRAPH ADDITION at Node: NULL POND IN HYG Directory: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 3.02 Event: 5 yr ========================================================================== Upstream Link ID Upstream Node ID HYG file CARRABBA PRE SB-2 EX-COND SB-1 PRE CARRABBA PRE SUB-2 EX-CON SB-1 PRE COMB-8.HYG COMB-8.HYG COMB-8.HYG HYG ID CARRABBA-PRE SB-2 EX -CON SB -I PRE HYG tag Pre .. 5 Pre .. 5 Pre .• 5 ========================================================================== INFLOl.JS TO: NULL POND IN ----------------------------------------Vo lune Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8 .HYG CARRABBA-PRE Pre .• 5 3.864 11. 9750 62.74 COMB-8.HYG SB -2 EX -CON Pre .. 5 42.230 12.1750 395.25 COMB-8.HYG SB-I PRE Pre .• 5 6.759 11. 9750 105.45 TOTAL FLOl.J INTO: NULL POND IN ----------------------------------------Vo lune Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG NULL POND IN Pre .. 5 52.853 12.1000 469.47 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:22:35 Date: 03-16-1998 Type .••. Node: Pond Inflow Sl.fll'Oary Name •.•. NULL POND IN File ••.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Typell 24hr Tag: Pre.10 SUMMARY FOR HYDROGRAPH ADDITION at Node: NULL POND IN HYG Directory: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 3.03 Event: 10 yr ========================================================================== Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag CARRABBA PRE SB-2 EX-COND SB-1 PRE CARRABBA PRE SUB-2 EX -CON SB-1 PRE COMB-8.HYG COMB-8.HYG COMB-8.HYG CARRABBA-PRE SB -2 EX -CON SB -I PRE Pre. 10 Pre. 10 Pre.10 ========================================================================== INFLOWS TO: NULL PONO IN HYG file HYG ID HYG tag COMB-8.HYG CARRABBA-PRE Pre. 10 COMB-8.HYG SB -2 EX-CON Pre.10 COMB -8.HYG SB-I PRE Pre.10 TOTAL FLOW INTO: NULL POND IN ---------------------------------------- HYG file HYG ID HYG tag COMB-8.HYG NULL POND IN Pre.10 S/N: HOMOL0863131 KLING ENGINEERING Vol line ac-ft 5.186 54.724 8.722 Vol line ac-ft 68.633 Peak Time hrs 11.9750 12. 1750 11. 9750 Peak Time hrs 12.1000 Peak Flow cfs 83.49 506.98 134. 15 Peak Flow cfs 603.79 Pond Pack Ver: 6-24-97 :053 C~te Time: 16:22:35 Date: 03-16-1998 Type •••. Node: Pond Inflow Sl.ll'lllary Name •... NULL POND IN File .•.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COHB-8.PPK Storm ••• TypelI 24hr Tag: Pre.25 SUMMARY FOR HYDROGRAPH ADDITION at Node: NULL POND IN HYG Directory: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 3.04 Event: 25 yr ========================================================================== Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag CARRABBA PRE SB-2 EX-COND SB-1 PRE CARRABBA PRE SUB-2 EX-CON SB-1 PRE COHB-8.HYG COHB-8.HYG COHB-8.HYG CARRABBA-PRE SB-2 EX -CON SB-I PRE Pre.25 Pre.25 Pre.25 ========================================================================== INFLO\.IS TO: NULL POND IN ----------------------------------------Vo lune Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG CARRABBA-PRE Pre.25 6.520 11.9750 104.00 COMB-8.HYG SB-2 EX-CON Pre.25 67.143 12.1750 616.42 COMB-8.HYG SB -I PRE Pre.25 10.671 11. 9750 162.23 TOTAL FLO\.I INTO: NULL POND IN ----------------------------------------Vo lune Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG NULL PONO IN Pre.25 84.334 12.1000 735 .44 S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:22:35 Date: 03 -16-1998 Type •.•. Node: Pond Inflow SLfllll8ry Name .... NULL POND IN File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB·8.PPK Storm .•. Type!! 24hr Tag: Pre.SO SUMMARY FOR HYDROGRAPH ADDITION at Node: NULL POND IN HYG Directory: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 3.0S Event: SO yr ========================================================================== Upstream Link ID Upstream Node ID HYG file CARRABBA PRE SB·2 EX·COND SB·1 PRE CARRABBA PRE SUB·2 EX-CON SB·1 PRE COMB-8.HYG COMB·8.HYG COMB·8.HYG HYG ID CARRABBA·PRE SB-2 EX·CON SB-I PRE HYG tag Pre.SO Pre.SO Pre.SO ========================================================================== INFLOWS TO: NULL POND IN ········································ Vo lune Peak Time Peak Flow HYG file HYG ID HYG tag ac·ft hrs cfs COMB·8.HYG CARRABBA·PRE Pre.SO 8.024 11.9750 126.76 COMB·8.HYG SB ·2 EX-CON Pre.SO 81.019 12. 1750 737.29 COMB·8.HYG SB-I PRE Pre.SO 12.847 11.9750 193.23 TOTAL FLOW INTO: NULL POND IN ----------------------------------------Vo lune Peak Time Peak Flow HYG file HYG ID HYG tag ac·ft hrs cfs COMB-8.HYG NULL POND IN Pre.SO 101.890 12.1000 880.89 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24·97 :053 CO!ll>Ute Time: 16:22:35 Date: 03 -16-1998 Type •••. Node: Pond Inflow Sllllll8ry Name •••• NULL POND IN File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm •.• TypeII 24hr Tag: Pre100 SUMMARY FOR HYDROGRAPH ADDITION at Node: NULL POND IN HYG Directory: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 3.06 Event: 100 yr ========================================================================== Upstream Link ID Upstream Node ID HYG file CARRABBA PRE SB-2 EX-COND SB-1 PRE CARRABBA PRE SUB-2 EX-CON SB-1 PRE COMB-8.HYG COMB-8.HYG COMB-8.HYG HYG ID CARRABBA-PRE SB-2 EX-CON SB-I PRE HYG tag Pre100 Pre100 Pre100 ========================================================================== INFLOWS TO: NULL POND IN ----------------------------------------Vollllle Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG CARRABBA-PRE Pre100 8.968 11.9750 140.87 COMB-8.HYG SB-2 EX-CON Pre100 89.676 12. 1750 812.12 COMB-8.HYG SB-I PRE Pre100 14.203 11.9750 212.43 TOTAL FLOW INTO: NULL POND IN ----------------------------------------Vollllle Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs COMB-8.HYG NULL POND IN Pre100 112.848 12.1000 970.94 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C01TpUte Time: 16:22:35 Date: 03-16-1998 Type .••• SCS Unit Hyd. Sl.lllll8ry Name .••. CARRABBA·PRE Tag: Pre •• 2 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB·8.PPK Storm ••. Typell 24hr Tag: Pre •• 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 4.01 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -TypeII 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File · ID = COMB-8.HYG -CARRABBA-PRE Pre •• 2 Tc = .1667 hrs Drainage Area = 12.200 acres Runoff CN= 80 ============================================ Coq:iutational Time Increment = .02500 hrs Coq:iuted Peak Time 12.0000 hrs Coq:iuted Peak Flow 39.91 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 39.91 cfs ============================================ DRAINAGE AREA ID:CARRABBA-TR-PRE CN 80 Area = 12.200 acres S = 2.5000 in 0.2S = .5000 in Cuiulative Runoff 2.3944 in 2.434 ac-ft HYG Volume ••• 2.434 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Coq:iutational Iner, Tm= .02500 hrs= 0.22218 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 81 .90 cfs Unit peak time Tp = . 11252 hrs Unit receding limb, Tr = .45008 hrs Total IM"li t time, Tb = .56260 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:iute Time: 16:22:35 Date: 03 -16-1998 j -------Type •••• SCS Unit Hyd. SlJllllary Name •••• CARRABBA-PRE Tag: Pre •• 5 File •••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\COHB-8.PPK Storm ••. Typell 24hr Tag: Pre •• 5 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 4.02 Event: 5 yr Duration Rain Dir = 24.0000 hrs Rain Depth = 6.0210 in = J:\HAESTAO\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ HYG File -ID = COHB-8.HYG -CARRABBA-PRE Pre •• 5 Tc = .1667 hrs Drainage Area = 12.200 acres Runoff CN= 80 ============================================ COl!l>Utational Time Increment = .02500 hrs COl!l>Uted Peak Time = 11.9750 hrs COl!l>Uted Peak Flow = 62.74 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated Output= 11.9750 hrs Peak Flow, Interpolated output= 62.74 cfs ============================================ DRAINAGE AREA ID:CARRABBA-TR-PRE CN = 80 Area = 12.200 acres S = 2.5000 in 0.2S = .5000 in C1.111Jlative Runoff 3.8002 in 3.864 ac-ft HYG Volune ••• 3.864 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) COl!l>Utational Iner, Tm= .02500 hrs = 0.22218 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 81.90 cfs Unit peak time Tp = .11252 hrs Unit receding limb, Tr = .45008 hrs Total unit time, Tb= .56260 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:22:35 Date: 03-16-1998 Type •.•. SCS Unit Hyd. Sl.l'llllary Name •••• CARRABBA-PRE Tag: Pre.10 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••. Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Page 4.03 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -CARRABBA-PRE Pre.10 Tc = .1667 hrs Drainage Area = 12.200 acres Runoff CN= 80 ============================================ CCJn1)Utational Time Increment = .02500 hrs CCJn1)Uted Peak Time = 11.9750 hrs CCJn1)Uted Peak Flow = 83.49 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated Output = 11.9750 hrs Peak Flow, Interpolated Output = 83.49 cfs ============================================ DRAINAGE AREA ID:CARRABBA-TR -PRE CN = 80 Area = 12.200 acres S = 2.5000 in 0.2S = .5000 in Cllm.llative Runoff 5.1011 in 5.186 ac -ft HYG Vo lune ••• 5.186 ac -ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) CCJn1)Utational Iner, Tm= .02500 hrs= 0.22218 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 81.90 cfs Unit peak time Tp = .11252 hrs Unit receding l i mb, Tr = .45008 hrs Total unit time , Tb = .56260 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 CCJn1)Ute Time: 16:22:35 Date: 03-16-1998 Type •.•• SCS Unit Hyd. Sl.lllll8ry Name .•.• CARRABBA-PRE Tag: Pre.25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB·8.PPK Storm ••. TypeII 24hr Tag: Pre.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 4.04 Event: 25 yr Duration = 24.0000 hrs Rain Depth = 8.8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -TypeII 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -IO= COMB-8.HYG -CARRABBA -PRE Pre.25 Tc .1667 hrs Drainage Area = 12.200 acres Runoff CN= 80 ============================================ C~tational Time Increment = .02500 hrs C~ted Peak Time = 11.9750 hrs C~ted Peak Flow = 104.00 cfs Time Increment for HYG File .0250 hrs Peak Time, Interpolated Output= 11.9750 hrs Peak Flow, Interpolated output = 104.00 cfs ============================================ DRAINAGE AREA ID:CARRABBA-TR-PRE CN = 80 Area = s 0.2S = 12.200 acres 2.5000 in .5000 in C\.fm.llative Runoff 6.4128 in 6.520 ac-ft HYG Volume ••• 6.520 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) C~tational Iner, Tm= .02500 hrs= 0.22218 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 81.90 cfs Unit peak time Tp = .11252 hrs Unit receding limb, Tr = .45008 hrs Total unit time, Tb= .56260 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:22:35 Date: 03-16 -1998 Type •••• scs Unit Hyd. Sl.lllllary Name .••. CARRABBA-PRE Tag: Pre.SO File •••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Type!! 24hr Tag: Pre.SO SCS UNIT HYDROGRAPH METHOD STORM EVENT: SO year storm Page 4.0S Event: SO yr Duration = 24.0000 hrs Rain Depth 10.3880 in Rain Dir = J:\HAESTAO\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -CARRABBA-PRE Pre.SO Tc = .1667 hrs Drainage Area = 12.200 acres Runoff CN= 80 ============================================ COfT4)Utational Time Increment COfT4)Uted Peak Time COfT4)Uted Peak Flow .02SOO hrs 11.9750 hrs 126. 76 cfs Time Increment for HYG File .02SO hrs Peak Time, Interpolated output= 11.9750 hrs Peak Flow, Interpolated Output = 126.76 cfs ============================================ DRAINAGE AREA ID:CARRABBA-TR-PRE CN = 80 Area = 12.200 acres S = 2.SOOO in 0.2S = .SOOO in Cll'MJlative Runoff 7.892S in 8.024 ac-ft HYG Volume ••• 8.024 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) COfT4)Utational Iner, Tm= .02SOO hrs= 0.22218 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/64S.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 81.90 cfs Unit peak time Tp = .112S2 hrs Unit receding limb, Tr = .4S008 hrs Total unit time, Tb= .S6260 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 COfT4)Ute Time: 16:22:3S Date: 03-16-1998 Type ••.. SCS Unit Hyd. Siirmary Name •••. CARRABBA-PRE Tag: Pre100 File ..•• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ... Type!! 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Page 4.06 Event: 100 yr Duration = 24.0000 hrs Rain Depth= 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -CARRABBA-PRE Pre100 Tc = • 1667 hrs Drainage Area = 12.200 acres Runoff CN= 80 ============================================ COl!l>Utational Time Increment COl!l>Uted Peak Time COl!l>Uted Peak Flow .02500 hrs = 11.9750 hrs = 140.87 cfs Time Increment for HYG File .0250 hrs Peak Time, Interpolated Output= 11.9750 hrs Peak Flow, Interpolated Output 140.87 cfs ============================================ DRAINAGE AREA ID:CARRABBA-TR-PRE CN 80 Area = s 0.2S = 12.200 acres 2.5000 in .5000 in Cl.111Jlative Runoff 8.8211 in 8.968 ac-ft HYG Vollille ••• 8.968 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) COl!l>Utational Iner, Tm= .02500 hrs= 0.22218 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 81.90 cfs Unit peak time Tp = .11252 hrs Unit receding limb, Tr = .45008 hrs Total unit time, Tb= .56260 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COl!l>Ute Time: 16:22:35 Date: 03-16-1998 Type •••• SCS Unit Hyd. SllllllBry Name •.•. SB·2 EX-CON Tag: Pre •• 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB·8.PPK Title ••• SUB-BASIN 2 EXISTING CONDITIONS Storm ••. Typell 24hr Tag: Pre •• 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 4.07 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID = SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB·8.HYG -SB-2 EX-CON Pre •• 2 Tc = .5500 hrs Drainage Area = 109.056 acres Runoff CN= 88 ============================================ COlll>Utational Time Increment = .07333 hrs COlll>Uted Peak Time 12.1733 hrs COlll>Uted Peak Flow = 268.69 cfs Time Increment for HYG File .0250 hrs Peak Time, Interpolated Output= 12.1750 hrs Peak Flow, Interpolated Output = 268.64 cfs ============================================ DRAINAGE AREA ID:SB-2-EX·CON CN = 88 Area = 109.056 acres S = 1.3636 in 0.2S = .2727 in Cl.ID.llative Runoff 3.1220 in 28.373 ac-ft HYG Volume ••• 28.377 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) COlll>Utational Iner, Tm= .07333 hrs= 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time qp = 224.66 cfs Tp = .36667 hrs Unit receding limb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 COlll>Ute Time: 16:22:35 Date: 03-16-1998 Type .••. SCS Unit Hyd. S1.11111ary Name •••• SB·2 EX·CON Tag: Pre •• 5 File •••. E:\HAESTAO\PONOPACK\PPK6\ASHFORO\COHB·8.PPK Storm ••. Type!! 24hr Tag: Pre •• 5 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 4.08 Event: 5 yr Duration = 24.0000 hrs Rain Depth = 6.0210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF · Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONOPACK\PPK6\ASHFORO\ HYG File -ID= COHB-8.HYG -SB -2 EX-CON Pre •• 5 Tc = .5500 hrs Drainage Area = 109.056 acres Runoff CN= 88 ============================================ COfl1)Utational Time Increment = .07333 hrs COfl1)Uted Peak Time 12.1733 hrs COfl1)Uted Peak Flow 395.37 cfs Time Increment for HYG File = Peak Time, Interpolated output = Peak Flow, Interpolated Output = .0250 hrs 12.1750 hrs 395.25 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN 88 Area = s 0.2S = 109.056 acres 1.3636 in .2727 in Cl.lll.llative Runoff 4.6461 in 42.224 ac-ft HYG Volume ••• 42.230 ac·ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs (ID: None Selected) COfl1)Utational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46X under rising lirrb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time qp = 224.66 cfs Tp = .36667 hrs Unit receding lirrb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfl1)Ute Time: 16:22:35 Date: 03-16 -1998 Type •.•. SCS Unit Hyd. Surmary Name •••. SB-2 EX-CON Tag: Pre.10 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB·8.PPK Storm .•• Type!! 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHCX> STORM EVENT: 10 year storm Page 4.09 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF · Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG · SB-2 EX-CON Pre.10 Tc = .5500 hrs Drainage Area = 109.056 acres Runoff CN= 88 ============================================ Coq:>Utational Time Increment = .07333 hrs Coq:>Uted Peak Time 12.1733 hrs Coq:>Uted Peak Flow = 507.17 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated output= 12.1750 hrs Peak Flow, Interpolated Output = 506.98 cfs ============================================ DRAINAGE AREA ID:SB·2·EX-CON CN = 88 Area = 109.056 acres S = 1.3636 in 0.2S = .2727 in ClJll.Jlative Runoff 6.0206 in 54.716 ac ·ft HYG Volume ••• 54.724 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Coq:>Utational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46X under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time qp = 224.66 cfs Tp = .36667 hrs Unit receding limb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24-97 :053 Coq:>Ute Time: 16:22:35 Date: 03-16-1998 Type •••• SCS Unit Hyd. Sllllll8ry Name •••• SB·2 EX-CON Tag: Pre.25 File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Typell 24hr Tag: Pre.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 4.10 Event: 25 yr Duration = 24.0000 hrs . Ra1n Depth = 8 .8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -SB-2 EX-CON Pre.25 Tc = .5500 hrs Drainage Area = 109.056 acres Runoff CN = 88 ============================================ COfl1)Utational Time Increment COfl1)Uted Peak Time COfl1)Uted Peak Flow = .07333 hrs = 12.1733 hrs = 616.66 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated output= 12.1750 hrs Peak Flow, Interpolated output = 616.42 cfs ============================================ DRAINAGE AREA ID:SB -2-EX -CON CN 88 Area = 109.056 acres S = 1.3636 in 0.2S = .2727 in CUTJ.Jlative Runoff ------------------- 7.3870 in 67 .133 ac-ft HYG Volume •.• 67 .143 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs (ID: None Selected) Corr,.:iutational Iner, Tm= .07333 hrs= 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46~ under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time qp = 224.66 cfs Tp = .36667 hrs Unit receding limb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Corr,.:iute Time: 16:22:35 Date: 03-16-1998 Type •••. SCS Unit Hyd. Sl.lllll8ry Name •••• SB-2 EX-CON Tag: Pre.SO File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Type!! 24hr Tag: Pre.SO SCS UNIT HYDROGRAPH METHOD STORM EVENT: SO year storm Page 4.11 Event: SO yr Duration = 24.0000 hrs Rain Depth = 10.3880 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID = COMB-8.HYG -SB-2 EX-CON Pre.SO Tc = .SSOO hrs Drainage Area = 109.0S6 acres Runoff CN= 88 ============================================ Coq:>Utational Time Increment = .07333 hrs Coq:>Uted Peak Time = 12.1733 hrs Coq:>Uted Peak Flow = 737.61 cfs Time Increment for HYG File = .02SO hrs Peak Time, Interpolated Output= 12.1750 hrs Peak Flow, Interpolated output = 737.29 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 88 Area = s 0.2S = 109.0S6 acres 1.3636 in .2n1 in CUll.llative Runoff 8.9136 in 81.007 ac-ft HYG Volume ••• 81.019 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .SSOOO hrs CID: None Selected) Coq:>Utational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 C37.46X under rising limb) K = 483.43/64S.333, K = .7491 (also, K = 2/C1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 224.66 cfs Unit peak time Tp = .36667 hrs Unit receding limb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Coq:>Ute Time: 16:22:3S Date: 03-16-1998 Type •••• SCS Unit Hyd. SIAllllllry Name •••. SB-2 EX-CON Tag: Pre100 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COHB-8.PPK Storm .•. Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHCX> STORM EVENT: 100 year storm Page 4.12 Event: 100 yr Duration = 24.0000 hrs Rain Depth= 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COHB-8.HYG -SB-2 EX-CON Pre100 Tc = .5500 hrs Drainage Area = 109.056 acres Runoff CN= 88 ============================================ C~tational Time Increment C~ted Peak Time C~ted Peak Flow = .07333 hrs = 12.1733 hrs = 812.48 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated output= 12.1750 hrs Peak Flow, Interpolated OUtput = 812.12 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 88 Area = 109.056 acres S = 1.3636 in 0.2S = .2727 in Cl.lrlllative Runoff 9.8661 in 89.663 ac-ft HYG Volume ••• 89.676 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) C~tational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 C37.46X under rising lint>) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 224.66 cfs Unit peak time Tp = .36667 hrs Unit receding lint>, Tr = 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:22:35 Date: 03-16-1998 Type •••. SCS Unit Hyd. Sll!lllary Name •••. SB-I PRE Tag: Pre •• 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••. Type!! 24hr Tag: Pre •• 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 4.13 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID = COMB-8.HYG -SB-I PRE Pre •• 2 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ C°"""'tational Time Increment = .02223 hrs C°"""'ted Peak Time 11.9802 hrs C°"""'ted Peak Flow 73.03 cfs Time Increment for HYG File .0250 hrs Peak Time, Interpolated Output = 11.9750 hrs Peak Flow, Interpolated Output = 72.80 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.055 acres S = 1.2360 in 0.2S = .2472 in Cuiulative Runoff 3.2202 in 4.577 ac-ft HYG Voll.Ille ••• 4.577 ac-ft Carea under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) C°"""'tational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C°"""'te Time: 16:22:35 Date: 03-16-1998 Type •••• SCS Unit Hyd. Sumiary Name .••. SB-I PRE Tag: Pre •• 5 File ••.• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Typell 24hr Tag: Pre •• 5 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 4.14 Event: 5 yr Duration = 24.0000 hrs Rain Depth = 6.0210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -SB-I PRE Pre •• 5 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ COfll>Utational Time Increment = .02223 hrs COfll>Uted Peak Time = 11.9802 hrs COfll>Uted Peak Flow = 105.69 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated Output = 11.9750 hrs Peak Flow, Interpolated Output = 105.45 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.055 acres s = 1.2360 in 0.2S = .2472 in Clnl.llative Runoff 4.7558 in 6.759 ac-ft HYG Volume ••• 6.759 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) COfll>Utational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising lirrb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding lirrb, Tr = .44453 hrs Total unit time, Tb= .55567 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfll>Ute Time: 16:22:35 Date: 03-16-1998 Type •••. SCS Unit Hyd. SU11118ry Name •••. SB-I PRE Tag: Pre.10 File .••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm ••• Type!! 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Page 4.15 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAO\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -SB-I PRE Pre.10 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ COf11)Utational Time Increment = .02223 hrs COf11)Uted Peak Time 11.9802 hrs COf11)Uted Peak Flow = 134.41 cfs Time Increment for HYG File .0250 hrs Peak Time, Interpolated Output = 11.9750 hrs Peak Flow, Interpolated Output= 134.15 cfs ============================================ DRAINAGE AREA ID~SB-1 PRE CN 89 Area = 17.055 acres S 1.2360 in 0.2S = .2472 in C'-'!'Ulative Runoff 6.1371 in 8.722 ac-ft HYG Volume ••• 8.722 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) COf11)Utational Iner, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 C37.46X under rising Lilli>) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding Lilli>, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COf11)Ute Time: 16:22:35 Date: 03-16-1998 Type .••. scs Unit Hyd. SUllll8ry Name •••• SB-I PRE Tag: Pre.25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COHB·8.PPK Storm ••• Typell 24hr Tag: Pre.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 4.16 Event: 25 yr Duration = 24.0000 hrs Rain Depth = 8.8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COHB-8.HYG -SB-I PRE Pre.25 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ COfllllJtational Time Increment .02223 hrs COflllUted Peak Time = 11.9802 hrs COflllUted Peak Flow = 162.50 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated Output = 11.9750 hrs Peak Flow, Interpolated Output = 162.23 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN 89 Area = 17.055 acres S = 1.2360 in 0.2S = .2472 in CUll.llative Runoff 7.5083 in 10.671 ac-ft HYG Volume ••• 10.671 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs (ID: None Selected) COfllllJtational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46X under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COflllUte Time: 16:22:35 Date: 03-16-1998 Type •••• scs Unit Hyd. SUllll8ry Name .••• SB-I PRE Tag: Pre.SO File •••• E:\HAESTAD\PONOPACK\PPK6\ASHFORO\COMB-8.PPK Storm ••. Typell 24hr Tag: Pre.SO SCS UNIT HYDROGRAPH METHOD STORM EVENT: SO year storm Page 4.17 Event: SO yr Duration = 24.0000 hrs Rain Depth = 10.3880 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= COMB-8.HYG -SB-I PRE Pre.SO Tc = .1667 hrs Drainage Area = 17.0SS acres Runoff CN= 89 ============================================ C~tational Time Increment = .02223 hrs C~ted Peak Time = 11.9802 hrs C~ted Peak Flow = 193.S2 cfs Time Increment for HYG File .02SO hrs Peak Time, Interpolated Output 11.9750 hrs Peak Flow, Interpolated Output = 193.23 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.0SS acres S = 1.2360 in 0.2S = .2472 in CUTUlative Runoff 9.0391 in 12.847 ac-ft HYG Volume ••• 12.847 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) C~tational Iner, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising lirrb) K = 483.43/64S.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 11S.92 cfs Unit peak time Tp = .11113 hrs Unit receding lirrb, Tr = .444S3 hrs Total unit time, Tb = .SSS67 hrs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:22:3S Date: 03-16-1998 Type .•.• SCS Unit Hyd. SUllll8ry Page 4.18 Event: 100 yr Name •••. SB-I PRE Tag: Pre100 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\COMB-8.PPK Storm .•• Typell 24hr Tag: Pre100 S/N: SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth= 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID = COMB-8.HYG -SB-I PRE Pre100 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ C01T4JUtational Time Increment = .02223 hrs C01T4JUted Peak Time = 11.9802 hrs C01T4JUted Peak Flow = 212.72 cfs Time Increment for HYG File = .0250 hrs Peak Time, Interpolated Output = 11.9750 hrs Peak Flow, Interpolated Output = 212.43 cfs ============================================ HYG Volume ••• DRAINAGE AREA ID:SB·I PRE CN = 89 Area = 17.055 acres S = 1.2360 in 0.2S = .2472 in Cumulative Runoff 9.9936 in 14.203 ac-ft 14.203 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) C01T4JUtational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising lirrb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding lirrb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C01T4JUte Time: 16:22:35 Date: 03-16-1998 I Appendix A Index of Starting Page Nunbers for ID Names c ----- CARRABBA-PRE Pre •• 2 ••• 1.01, 1.02, 1.03, 1.04 , 1.05, 1.06, 1.07 CARRABBA-TR-PRE ••. 2.01, 3.01, 3.02, 3.03, 3.04, 3.05, 3.06 ----- s ----- SB-2-EX-CON ••• 2.02 SB-I PRE ••• 2.03 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 16:22:35 A-1 Date: 03 -16-1998 Job File: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== ASHFORD SQUARE RESUBDIVISION PROJECT MORGAN RECTOR SURVEY, A-46 COLLEGE STATION, BRAZOS COUNTY, TEXAS DRAINAGE & DETENTION S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 16:15:35 Date: 03-13 -1998 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* CARRABBA POST 2 A •••. 2 Executive SU1111Bry (Nodes) .......... 1.01 CARRABBA POST 2 A •••• S Executive SU1111Bry (Nodes) .......... 1.02 CARRABBA POST 2 A ••• 10 Executive SU1111Bry (Nodes) .......... 1.03 CARRABBA POST 2 A ••• 25 Executive SU1111Bry (Nodes) .......... 1.04 CARRABBA POST 2 A ••• SO Executive SU1111Bry (Nodes) .......... 1.05 CARRABBA POST 2 A •• 100 Executive SU1111Bry (Nodes) .......... 1.06 Network Cales Sequence ............. 1.07 ********************** CN CALCULATIONS ********************* CARRABBA -TR -PST Runoff CN-Area 2.01 SB-2-EX-CON ••••• Runoff CN-Area 2.02 SB-I POST ••••••• Runoff CN-Area 2.03 *********************** POND VOLUMES *********************** LAST •••••••••••• Vol: Planimeter • • • • . • • • • • • • • • • • . • • • 3.01 ******************** OUTLET STRUCTURES ********************* TRAP CHANNEL2 ••• Outlet Input Data ••••.•••••••••••.• 4.01 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:iute Time: 16:15:35 Date: 03-13-1998 Table of Contents ii Table of Contents (continued) C~site Rating Curve 4.04 *********************** POND ROUTING *********************** P COMB •••••••••• Pond E-V-Q Table 5.01 P COMB OUT A •••• 2 Pond Routing Sl.lllll8ry ............... 5.03 P COMB OUT A •••• 5 Pond Routing Sl.lllll8ry ............... 5.04 P COMB OUT A ••• 10 Pond Routing Sl.lllll8ry ............... 5.05 P COMB OUT A ••• 25 Pond Routing Sl.lllll8ry ............... 5.06 P COMB OUT A ••• 50 Pond Routing Sl.lllll8ry ............... 5.07 P COMB OUT A •• 100 Pond Routing Sl.lllll8ry ............... 5.08 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type •••• Executive S1.11111ary (Nodes) Name •••. CARRABBA POST 2 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A •••• 2 NETWORK SUMMARY --NODES Page 1.D1 Event: 2 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name =A •••• 2 Description: 2 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4 .4210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft -------------------------------------------· --------- CARRABBA POST AREA 3.695 11.9750 58 .91 P COMB IN POND 37.083 12 .0750 332.17 P COMB OUT POND 37.083 12.1500 318.09 268 .04 outfall POINT OF EVAL. JCT 37.083 12.1500 318.08 SB -1 POST AREA 5.010 11.9750 77.94 SUB-2 EX-CON AREA 28.377 12.1750 268.64 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:>Ute Time: 16:15:35 Date: 03 -13 -1998 Type •••. Executive Sl.ITlll8ry (Nodes) Name •••• CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A •••• 5 NETWORK SUMMARY --NODES Page 1.02 Event: 5 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A •••• 5 Description: 5 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.0210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max \JSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------------------·------·----------·---- CARRABBA POST AREA 5.457 11.9750 85.33 P COMB IN POND 54.922 12.0750 486.03 P COMB OUT PONO 54.922 12.1250 469.05 268.88 Outfall POINT OF EVAL. JCT 54.922 12.1250 469.05 SB-1 POST AREA 7.234 11.9750 110.21 SUB-2 EX-CON AREA 42.230 12. 1750 395.25 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COll'pUte Time: 16:15:35 Date: 03-13-1998 Type •••. Executive Sl.1'1'1'118ry (Nodes) Name •••• CARRABBA POST 2 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• TypeII 24hr Tag: A ••• 10 NETWORK SUMMARY --NODES Page 1.03 Event: 10 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A ••• 10 Description: 10 YR -24 HR STORM Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4390 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- CARRABBA POST AREA 7.042 11.9750 108.55 P COMB IN POND 70.988 12.0750 621.84 P COMB OUT POND 70.988 12.1250 603.30 269.50 OUtfal l POINT OF EVAL. JCT 70.988 12.1250 603.30 SB-1 POST AREA 9.222 11.9750 138.55 SUB-2 EX-CON AREA 54.724 12.1750 506.98 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:>Ute Time: 16:15:35 Date: 03-13·1998 Type •••• Executive Sl.lllll8ry (Nodes) Name •••. CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Type!! 24hr Tag: A •.• 25 NET\IORK SUMMARY --NODES Page 1.04 Event: 25 yr (Trun.= HYG Truncation: Blank=None; L=L~ft; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A ••• 25 Description: 25 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8360 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- CARRABBA POST AREA 8.616 11.9750 131.27 P COMB IN POND 86.947 12.0750 754.91 P COMB OUT POND 86.947 12.1250 734.89 270.03 Outfall POINT OF EVAL. JCT 86.947 12.1250 734.89 SB-1 POST AREA 11. 188 11. 9750 166.28 SUB-2 EX-CON AREA 67.143 12.1750 616.42 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C0111XJte Time: 16:15:35 Date: 03-13-1998 Type •••. Executive Sllllll8ry (Nodes) Name •••• CARRABBA POST 2 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• TypeII 24hr Tag: A ••• SO NETWORK SUMMARY --NODES Page 1.0S Event: SO yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name =A ••• SO Description: SO YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = SO yr Total Rainfall Depth= 10.3880 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------------------------------------·---· CARRABBA POST AREA 10.373 11.9750 1S6.36 P COMB IN POND 104.no 12.0750 901.96 P COMB OUT POND 104.no 12.12SO 880.43 270.SS Outfal l POINT _ OF EVAL . JCT 104.no 12.12SO 880.43 SB -1 POST AREA 13.378 11.9750 196.9S SUB·2 EX-CON AREA 81.019 12.1750 737.29 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 COR1JUte Time: 16:1S:35 Date: 03-13-1998 Type •••. Executive Sl.ITlllllry (Nodes) Name •••• CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A •• 100 NETWORK SUMMARY --NODES Page 1.06 Event: 100 yr (Tr111.= HYG Truncation: Bla nk=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.R NQ SCS-24HR ALL Storm Tag Name = A •• 1DO Description: 100 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.3530 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Tr111. hrs cf s ft ----------------------------------------------------- CARRABBA POST AREA 11.468 11.9750 171.90 P COMB IN POND 115.886 12.0750 993.02 P COMB OUT POND 115.886 12.1250 970.47 270.85 Outfall ?OINT OF EVAL. JCT 115.886 12.1250 970.47 SB-1 POST AREA 14.742 11.9750 215.96 SUB-2 EX-CON AREA 89.676 12.1750 812.12 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type ••.• Network Cales Sequence Name .••. CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A .. 100 NETWORK RUNOFF NODE SEQUENCE Page 1.07 Event: 100 yr =========================================================================== Rt.l'IOf f Data Apply to Node Receiving Link =========================================================================== SCS UH SB-I POST SCS UH SB-2 EX -CON SCS UH CARRABBA-PST Subarea SB-1 POST Subarea SUB-2 EX-CON Subarea CARRABBA POST S/N: HOMOL0863131 KLING ENGINEERING Add Hyd SB-1 POST Add Hyd SUB-2 EX-CON Add Hyd CARRABBA POST Pond Pack Ver: 6-24 -97 :053 COlll>IJte Time : 16:15:35 Date: 03-13-1998 Type •••. Network Cales Sequence Name •••. CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• TypeII 24hr Tag: A •• 1DO NETWORK ROUTING SEQUENCE Page 1.08 Event: 100 yr =========================================================================== Link Operation UPstream Node DNstream Node =========================================================================== Add Hyd CARRABBA POST Add Hyd SB-2 EX CON PST Add Hyd SB-1 POST Subarea CARRABBA POST Subarea SUB-2 EX-CON Subarea SB-1 POST POND ROUTE TOTAL OUTFLOW ••• Total Pond OUtf low Pond P COMB SET POND ROUTING LINK TO TOTAL POND OUTFLOW ••• Outlet DET POND Outflow P COMB S/N: HOMOL0863131 KLING ENGINEERING Pond Pond Pond P COMB P COMB P COMB IN Outflow P COMB IN IN IN OUT OUT Jct POINT OF EVAL. Pond Pack Ver: 6-24-97 :053 COf11JUte Time: 16:15:35 Date: 03-13-1998 Type •••. Runoff CN-Area Name •••. CARRABBA-TR-PST File •••. E:\HAESTAO\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••• CARRABBA-GLOCKSEEN TRACT POST DEVELOPED CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.01 .......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CARRABBA-GLOCKSEEN TRACT POST DEVELOPED CONDITIONS lq>ervious Area Adjustment Adjusted Soil/Surface Description CN acres xc xuc CN ----------------------------------·-·-------------- APARTMENT DEVELOPMENT 92 10.180 92.00 RESERVE TRACT UNDEVELOPED 80 3.010 80.00 NATURAL CONDITIONS 80 .580 80.00 COMPOSITE AREA & WEIGHTED CN ---> 13.770 88.87 (89) ........................................................................... ........................................................................... S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COl\1)Ute Time: 16:15:35 Date: 03-13-1998 Type •••• Runoff CN-Area Name •••• SB·2·EX·CON File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••. TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.02 .......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS Soil/Surface Description HSG·D,FIELD GRASSES,BRUSH HSG·D,DEVELOPED AREAS HSG·D,DEVELOPED AREAS COMPOSITE AREA & WEIGHTED CN ---> CN 80 89 89 lq>ervious Area Adjustment acres xc XlJC -----------......... ----- 17.878 n.068 19.110 109.056 Adjusted CN 80.00 89.00 89.00 87.52 (88) ........................................................................... ........................................................................... S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfl1)Ute Time: 16:15:35 Date: 03-13-1998 ------~---- Type .••• Runoff CN-Area Name •••• SB-I POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••. SB-I POST-DEVELOPED RUNOFF CURVE NUMBER DATA Page 2.03 .......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SB-I POST-DEVELOPED l~rvious Area Adjustment Adjusted Soil/Surface Description CN acres xc "'-JC CN ---------------------------------------------... ----- IMPERVIOUS 98 10.818 98.00 GRASSED 80 5.485 80.00 LOT 1R BLOCK D A-P TRACT 94 .752 94.00 COMPOSITE AREA & WEIGHTED CN ---> 17.055 92.03 (92) ........................................................................... ··········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type •••• Vol: Planimeter Name •••• LAST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••• 264 POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in Elevation Planimeter Cft) (sq.in) Area A1+A2+sqrCA1*A2) Volune (acres) (acres) (ac-ft) 264.00 91.400 .0021 .0000 .000 264.50 11573.740 .2657 .2914 .049 265.00 19651.920 .4511 1.0631 .177 266.00 26179.480 .6010 1.5n9 .524 267.00 30727.240 .7054 1.9575 .653 268.00 35761.090 .8210 2.2874 .762 269.00 41750.781 .9585 2.6665 .889 270.00 47649.031 1.0939 3.0763 1.025 270.80 52255 .020 1.1996 3.4390 .917 271.00 54894.520 1.2602 3.6893 .246 2n.oo 60530.949 1.3896 3.9731 1.324 POND VOLUME EQUATIONS Page 3.01 Volune Sl.Jll (ac-ft) .000 .049 .226 .750 1.403 2.165 3.054 4.079 4.996 5.242 6.567 * I ncremental volune c~ted by the Conic Method for Reservoir Volunes. Volune = (1/3) * CEL2-EL1) * CArea1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 Area1,Area2 Vo lune = Lower and upper elevations of the increment =Areas c~ted for EL1, EL2, respectively =Incremental volune between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Ti me: 16:15:35 Date: 03 -13 -1998 - ----------·------------ Type •••• OUtlet Input Data Name .••. TRAP CHANNEL2 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••• 8' BOTTOM WIDTH · 2:1 SS REQUESTED POND WS ELEVAT°IONS: Min. Elev.= 264.00 ft Increment = .20 ft Max. Elev.= 272.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only CDnStream to Upstream) <---> Forward and Reverse Both Allowed Structure User Defined Table TW SETUP, OS Channel No. ---> outfall E1, ft TW .000 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Page 4 .01 E2, ft 272.000 Date: 03-13-1998 Type •••• Outlet Input Data Name •••. TRAP CHANNEL2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Ti tle ••• 8' BOTTOM WIDTH -2:1 SS OUTLET STRUCTURE INPUT DATA . Structure ID Structure Type = 1 = Use r Defined Table ELEV-FLOW RATING TABLE Elev, ft Flow, cfs ------------------ 264.00 .00 264.20 1.47 264.40 4.73 264.60 9.45 264.80 15.53 265 .00 22.94 265.20 31.69 265.40 41.79 265.60 53.26 264.80 66.14 266.00 80.46 266.20 96.25 266.40 113.55 266.60 132.41 266.80 152.85 267 .00 174.91 267.20 198.65 267.40 224.09 267.60 251.27 267.80 280.24 268.00 311.03 268.20 343.68 268.40 378.23 268.60 414.n 268.80 453. 19 269.00 493.67 269.20 536.20 269.40 580.82 269.60 627.56 269.80 676.47 270.00 727.58 270 .20 780.92 270.40 836.53 270.60 894.45 270.80 954.n 271.00 1017.36 271.20 1082.41 271.40 1149.91 S/N: HOMOL0863 131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Page 4 .02 Date: 03-13-1998 Type •••• OUtlet Input Data Name •••• TRAP CHANNEL2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••• 8' BOTTOM WIDTH -2:1 SS Elev, ft Flow, cfs 272.00 1367.44 272.25 1367.44 Structure ID = TW Structure Type = TW SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• Maxin.in Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COf11lUte Time: 16: 15 :35 Page 4.03 Date: 03 -13-1998 Type •••. C°""°site Rating Curve Name •••. TRAP CHANNEL2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••. 8' BOTTOM WIDTH -2:1 SS ***** COMPOSITE OUTFL~ SUMMARY **** WS Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cf s ft +/-ft Contributing Structures ------------------------------------------ 264.00 .00 Free outfall 264.20 1.47 Free outfall 264.40 4.73 Free Outfall 264.60 9.45 Free Outfall 264.80 15.53 Free outfall 265.00 22.94 Free outfall 265.20 31.69 Free outfall 265.40 41.79 Free Outfall 265.60 53.26 Free Outfall 265.80 78.07 Free outfall 266.00 80.46 Free Outfall 266.20 96.25 Free Outfall 266.40 113.55 Free Outfall 266.60 132.41 Free Outfall 266.80 152.85 Free outfall 267.00 174.91 Free OUtfal l 267.20 198.65 Free OUtfall 267.40 224.09 Free Outfall 267.60 251.27 Free Outfall 267.80 280.24 Free outfall 268.00 311.03 Free Outfall 268.20 343.68 Free Outfall 268.40 378.23 Free Outfall 268.60 414.72 Free Outfall 268.80 453.19 Free Outfall 269.00 493.67 Free Outfall 269.20 536.20 Free Outfall 269.40 580.82 Free Outfall 269.60 627.56 Free Outfall 269.80 676.47 Free Outfall 270.00 727.58 Free Outfall 270.20 780.92 Free Outfall 270.40 836.53 Free Outfall 270.60 894.45 Free Outfall 270.80 954.72 Free Outfall 271.00 1017.36 Free Outfall 271.20 1082.41 Free Outfall 271.40 1149.91 Free Outfall 271.60 1222.42 Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Page 4.04 Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03 -13-1998 Type •••. Coq:><>s i te Rating Curve Name •••• TRAP CHANNEL2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Title ••. 8' BOTTOM WIDTH -2:1 SS ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge ------------------------- Elev. ft Q cfs TW Elev Error ft +/-ft Contributing Structures 271.80 1294.93 Free outfall 272.00 1367.44 Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Page 4 .05 Pond Pack Ver: 6-24-97 :053 Coqx.ite Time: 16:15:35 Date: 03 -13 -1998 Type ..•. Pond E-V-Q Table Page 5.01 Name •••. P COMB File •••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\LAST3.PPK LEVEL POOL ROUTING DATA HYG Dir = E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ Inf low HYG file= LAST.HYG - P COMB IN A •••• 2 outflow HYG file= LAST.HYG -P COMB OUT A •••• 2 Pond Node Data = P COMB Pond Volune Data = last Pond outlet Data = TRAP CHANNEL2 No lnfil trati on INITIAL CONDITIONS ---------------------------------- Starting \IS Elev = 264.00 ft Starting Volune = .ODO ac -ft Starting outflow = .DO cfs Starting lnfiltr. = .OD cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs Elevation Outflow Storage Area lnfil t. Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cf s ------------------------------------------------------------------------------ 264.00 .00 .ODO .0021 .00 .00 .00 264.20 1.47 .004 .0546 .OD 1.47 5.82 264.40 4.73 .027 .1m .OD 4.73 30.43 264.60 9.45 .077 .2989 .OD 9.45 83.78 264.80 15.53 .144 .3711 .OD 15.53 154.58 265.00 22.94 .226 .4511 .OD 22.94 241.46 265.20 31.69 .319 .4794 .DO 31.69 340.28 265.40 41.79 .418 .5085 .OD 41.79 445.99 265.60 53.26 .522 .5385 .00 53.26 558.80 265.80 78.07 .633 .5693 .OD 78.07 690.82 266.00 80.46 .750 .6010 .OD 80.46 806.49 266.20 96.25 .an .6212 .OD 96.25 940.59 266.40 113.55 .999 .6418 .DO 113.55 1080.13 266.60 132.41 1.129 .6626 .OD 132.41 1225.26 266.80 152.85 1.264 .6839 .OD 152.85 1376.02 267.00 174.91 1.403 .7054 .OD 174.91 1532.56 267.20 198.65 1.546 .7278 .00 198.65 1695.04 267.40 224.09 1.694 .7506 .OD 224.09 1863.57 267.60 251.27 1.846 .m1 .OD 251.27 2038.30 267.80 280.24 2.003 .7971 .OD 280.24 2219.31 268.00 311.03 2.165 .8210 .OD 311.03 2406.73 268.20 343.68 2.332 .8476 .OD 343.68 2600.90 268.40 378.23 2.504 .8747 .OD 378.23 2802.15 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C0111XJte Time: 16:15:35 Date: 03-13-1998 Type •••. Pond E-V-Q Table Name •••• P COMB File •••. E:\HAESTAO\PONDPACK\PPK6\ASHFORD\LAST3 .PPK LEVEL POOL ROUTING DATA HYG Dir = E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LAST.HYG - P COMB IN A •••• 2 Outflow HYG file= LAST.HYG -P COMB OUT A •••• 2 Pond Node Data = P COMB Pond Volune Data = last Pond outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS ·starting ws Elev = 264.00 ft Starting Volll'M! = .000 ac -ft Starting outflow = .00 cfs Starting lnfilt r . = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs Elevation Outflow Storage Area ft cfs ac-ft acres lnfilt. cfs Page 5.02 Q Total cfs 2S/t + 0 cfs ------------------------------------------------------------------------------ 268.60 414.n 2.682 .9022 .00 414.72 3010.65 268.80 453 .19 2.865 .9301 .00 453.19 3226.46 269 .00 493.67 3.054 -.9585 .00 493.67 3449.76 269.20 536.20 3.248 .9848 .00 536.20 3680.41 269.40 580.82 3.448 1.0116 .00 580.82 3918.25 269 .60 627.56 3.653 1.0386 .00 627.56 4163.46 269.80 676.47 3.863 1.0661 .00 676 .47 4416 .08 270.00 n7.58 4.079 1.0939 .00 727.58 4676.28 270.20 780.92 4.301 1.1199 .00 780.92 4943.91 270.40 836.53 4.527 1.1461 .00 836.53 5218.85 270.60 894 .45 4.759 1. 1727 .00 894.45 5501.24 270.80 954.n 4.996 1.1996 .00 954.n 5791.13 271.00 1017.36 5.242 1.2602 .00 1017.36 6091.87 271.20 1082.4 1 5.497 1.2856 .00 1082.41 6403.36 271.40 1149.91 5.756 1.3112 .00 1149.91 6722.20 271.60 1222.42 6.021 1.3371 .00 1222.42 7051.08 271.80 1294.93 6.291 1.3632 .00 1294.93 7384 .94 2n.oo 1367.44 6.567 1.3896 .00 1367.44 7723.94 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type •••• Pond Routing Sl.illlary Name •••• p COMB OUT Tag: A •••• 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A •••• 2 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LAST.HYG -p COMB IN A •••• 2 outflow HYG file= LAST.HYG -p COMB Pond Node Data = P COMB Pond Volune Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting \IS Elev = 264 .00 ft Starting Volune = .000 ac-ft Starting outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .oo cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY OUT A •••• 2 ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 332.17 cfs = 318.09 cfs = 268.04 ft 2.201 ac-ft at 12.0750 hrs at 12.1500 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 37.083 .000 37.083 .000 Page 5.03 Event: 2 yr Unrouted Vol = .000 ac-ft (.OOOX of Outflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03 -13 -1998 Type .••. Pond Routing Surmary Name •••• p COMB OUT Tag: A •••. 5 File •••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Type!! 24hr Tag: A •••• 5 LEVEL POOL ROUT! NG SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LAST.HYG - P COMB IN A .••• 5 outflow HYG file= LAST.HYG - P COMB OUT A •••• 5 Pond Node Data = P COMB Pond VolLme Data = last Pond OUtlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting VolLme = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak OUtflow Peak Elevation Peak Storage = 486.03 cfs = 469.05 cfs = 268.88 ft 2.938 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 54.922 .000 54.922 .000 Page 5.04 Event: 5 yr Unrouted Vol = .000 ac-ft (.OOOX of Outflow Vol1.111e) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type •••• Pond Routing SUllll8ry Name •••. P COMB OUT Tag: A ••• 10 File •••• E:\HAESTAD\PONOPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A ••• 10 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\~SHFORD\ Inflow HYG file= LAST.HYG • P COMB IN A ••• 10 outflow HYG file= LAST.HYG -P COMB OUT A ••• 10 Pond Node Data = P COMB Pond Volune Data = last Pond OUtlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting Volune = .000 ac-ft Starting outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak outflow Peak Elevation Peak Storage = = 621.84 cfs = 603.30 cfs = 269 .50 ft 3.546 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac·ft) + Initial Vol = + HYG Vol IN = -Infiltration= · HYG Vol OUT = · Retained Vol = .000 70.988 .000 70.988 .000 Page 5.05 Event: 10 yr Unrouted Vol = -.000 ac-ft (.OOOX of Inflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24 -97 :053 C~te Time: 16:15:35 Date: 03 -13 -1998 Type •••• Pond Routing Surrnary Name .••• p COMB OUT Tag: A ••• 25 File •••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm .•. Typell 24hr Tag: A ••• 25 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LAST.HYG -P COMB IN A ••• 25 Outflow HYG file= LAST.HYG -P COMB Pond Node Data = P COMB Pond Volune Data = Last Pond outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting \IS Elev = 264.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLO\l/OUTFLO\I HYDROGRAPH SUMMARY OUT A ••• 25 ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 754.91 cfs = 734.89 cfs = 270.03 ft 4.109 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 86.947 .000 86.947 .000 Page 5.06 Event: 25 yr Unrouted Vol -.000 ac-ft (.000% of Inflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type •••• Pond Routing S1i111111ry Name •••• P COMB OUT Tag: A ••• 50 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A ••• 50 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LAST.HYG - P COMB IN A ••• 50 outflow HYG file= LAST.HYG - P COMB OUT A •.. 50 Pond Node Data = P COMB Pond Volune Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 901.96 cfs = 880.43 cfs = 270.55 ft 4.702 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 104.770 .000 104.770 .000 Page 5.07 Event: 50 yr Unrouted Vol = -.000 ac-ft (.000% of Inflow Vollllle) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 Type •••. Pond Routing Sllllll8ry Name •••• p COMB OUT Tag: A •• 100 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3.PPK Storm ••• Typell 24hr Tag: A •• 100 LEVEL POOL ROUT.ING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LAST.HYG - P COMB IN A •• 100 outflow HYG file= LAST.HYG -P COMB Pond Node Data = P COMB Pond Vollllle Data = last Pond outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev 264.00 ft Starting Vollllle = .000 ac -ft Starting outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY OUT A .• 100 ===================================================== Peale Inflow Peale Outflow Peale Elevation Peale Storage = 993.02 cfs = 970.47 cfs = 270.85 ft 5.057 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = -lnfil trati on = -HYG Vol OUT = -Retained Vol = 115.886 .000 115.886 .000 Page 5.08 Event: 100 yr Unrouted Vol = -.000 ac-ft (.OOOX of Inflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 Date: 03-13-1998 I Appendix A Index of Starting Page Nurbers for ID Names c ----- · CARRABBA POST 2 A •••• 2 ••• 1.01, 1.02, 1.03, 1.04, 1.05, 1.06, 1.07 CARRABBA-TR-PST ••• 2.01 -----L ----- LAST ••• 3.01 -----p ----- p COMB ••• 5.01, 5.03, 5.04, 5.05, 5.06, 5.07, 5.08 -----s ----- SB-2-EX-CON ••• 2.D2 SB-I POST ••• 2.03 -----T ----- TRAP CHANNEL2 ••• 4.01, 4.04 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:15:35 A-1 Date: 03-13-1998 Type •••• Vol: Planimeter Name •••• LAST File •••• E:\HAESTAO\PONOPACK\PPK6,ASHFORO\using.ppk PONO VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in Elevation (ft) Planimeter Csq. in) Area (acres) A1+A2+sqr(A1*A2) Volune (acres) (cu.ft) 264.00 91.400 .0021 .0000 0 264.50 11573.740 .2657 .2914 2116 265.00 19651.920 .4511 1.0631 n18 266.00 26179.480 .6010 1.5n9 22838 267.00 30727.240 .7054 1.9575 28423 268.00 35761.090 .8210 2.2874 33212 269.00 41750.781 .9585 2.6665 38717 270.00 47649.031 . 1.0939 3.0763 44667 270.80 52255.020 1.1996 3.4390 39947 271.00 54894.520 1.2602 3.6893 10715 2n.oo 60530.949 1.3896 3.9731 57690 PONO VOLUME EQUATIONS Page 1.01 Volune Sun (cu.ft) 0 2116 9833 32671 61094 94307 133024 1n691 217638 228353 286043 * Incremental volune computed by the Conic Method for Reservoir Volunes. Volune = C1/3) * CEL2-EL1) * CArea1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 =Lower and upper elevations of the increment Area1,Area2 =Areas computed for EL1, EL2, respectively Volune = Incremental volune between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:36:52 Date: 03-13-1998 I APPENDIX9 HYDRAULIC CALCULATIONS T1 ASHFORD SQUARE SUBDIVISION T2 PRE DEVELOPED/EXISTING CONDITIONS -FIRST PROFILE -2 YR EVENT T3 DITCH SECTION ON NE. PROPERTY LINE FILE:REVEXCON.DAT T4 PEAK FLOW AT POINT OF EVAL.=959.3 CFS@ 12.15 HRS J1 2 266.85 J3 110 NC .06 .06 .05 • 1 .3 * * STARTING STATION G-S/STA 0+00 = SECTION IN MOBILE HOME PARK * PROFILE J1 = 100 YEAR EVENT; * QT 6 317 .52 469.47 603.79 735.44 880.89 970 .97 X1 0 8 119.24 153.29 GR 268 0 266 119.24 264 127.92 263.05 135.71 264 141 GR 266 153.29 268 301.81 269.2 522.68 * * STATION F-F/STA 2+80 * X1 280 19 130.6 143.6 235 300 280 GR 272 0 270 100 269 112.8 268 121.8 267 130.6 GR 266 131.5 265 132.1 264 132.8 264 133.5 264 134.2 GR 264 139.9 265 141.1 266 142.4 267 143.6 268 152.8 GR 269 162.6 270 172.4 271 193.4 272 243.4 * * STATION E-E/STA 4+50 * NC .07 .07 .05 X1 450 19 54.9 64.2 200 150 170 GR 273 0 272 25. 1 271 50 270 52.8 269 53.7 GR 268 54.9 267 56 266 57.1 266 61.5 267 62.9 GR 268 64.2 269 85 270 90.7 271 105.7 271 .3 125.2 GR 271 204.7 271 218.4 272 243.1 273 284.7 * * STATION d 1 -d 1 /STA 6+50 * FLOW REDUCTION -889.8 CFS@ 12 .15 HRS * X1 650 8 120. 17 127.41 190 203 200 GR 276 0 274 70.05 272 94.36 270 120. 17 269 .2 124.59 GR 270 127.41 272 162.91 274 255.79 * * STATION D-D/STA 7+86 QT 6 268.64 395.25 506.98 616.42 737.29 812.12 X1 786 7 47.8 95 150 113 136 GR 276 0 274 47.8 272 64.4 270 81.7 272 91.6 GR 274 95 276 192.8 * * STATION c 1 -c 1 /STA 9+20 * X1 920 7 69.6 112.4 130 145 134 GR 278 0 276 46.7 274 69.6 272.36 79.9 274 112.4 GR 276 126.1 278 195.1 * EJ T1 SECOND PROFILE -5 YR EVENT T2 T3 J1 3 267 .15 J2 2 * T1 THIRD PROFILE -10 YR EVENT T2 T3 J1 4 267.35 J2 3 * T1 FOURTH PROFILE -25 YR EVENT T2 T3 J1 5 267.51 J2 4 * T1 FIFTH PROFILE -50 YR EVENT T2 T3 J1 6 267.67 J2 5 * T1 SIXTH PROFILE -100 YR EVENT T2 T3 J1 7 267.76 J2 6 ER REVEXCON.DAT EXISTING CHANNEL · PRE DEVELOPED/EXISTING FLOl.IS PROFILE 1=2 YR EVENT; PROFILE 2=5 YR EVENT; PROFILE 3=10 YR EVENT; PROFILE 4=25 YR EVENT; PROFILE 5=50 YR EVENT; PROFILE 6=100 YR EVENT *·----------------------------------* j SUMPO j Interactive SlJ'llllllry Printout for MS/PC-DOS micro COl1l>lJters May 1991 · ----------------------------------- NOTE ·Asterisk C*> at left of profile nl.fllber indicates message in surmary of errors list CH SECTION ON NE. PROPER SlJ'llllllry Printout SECNO Q CWSEL DEPTH VLOB VCH VROB SHEAR .00 317.52 266.85 3.80 .88 3.34 .88 .60 .00 469.47 267.15 4.10 1.18 3.95 1.18 .80 c;,-&, .00 603.79 267.35 4.30 1.39 4.37 1.39 .97 .00 735.44 267.51 4.46 1.56 4.74 1.56 1.11 .00 880.89 267.67 4.62 1.73 5.07 1.73 1.25 .00 970.97 267.76 4.71 1.82 5.24 1.82 1.33 * 280.00 317.52 268.25 4.25 2.02 6.23 2.02 2.29 * 280.00 469.47 268.n 4.n 2.83 7.32 2.82 3.02 * 280.00 603.79 269.12 5.12 3.36 8.10 3.35 3.60 F-F * 280.00 735.44 269.41 5.41 3.n 8.70 3.79 4.06 * 280.00 880.89 269.67 5.67 4.16 9.32 4.21 4.58 * 280.00 970.97 269.82 5.82 4.38 9.70 4.46 4.92 450.00 317.52 270.08 4.08 2.16 6.39 2.79 2.29 450.00 469.47 270.n 4.n 2.36 6.85 3.21 2.48 G-i§ 450.00 603.79 271.26 5.26 2.27 7.02 2.92 2.51 450.00 735.44 271.62 5.62 1.94 6.81 2.50 2.30 * 450.00 880.89 271.95 5.95 1.76 6.56 2.41 2.09 * 450.00 970.97 272.14 6.14 1. 75 6.40 2.39 1.97 650.00 317.52 272.32 3.12 2.48 5.60 2.42 1.64 I 650.00 469.47 272.81 3.61 2.70 5.75 2.50 1.64 J-d 650.00 603.79 273.13 3.93 2.86 5.96 2.58 1. 71 650.00 735.44 273.32 4.12 3.13 6.48 2.79 1.98 650.00 880.89 273.48 4.28 3.42 7.04 3.02 2.30 650.00 970.97 273.58 4.38 3.57 7.31 3.13 2.46 786.00 268.64 273.42 3.42 .00 3.54 .00 .74 D -1-:;J 786.00 395.25 273.84 3.84 .00 4.20 .00 1.01 786.00 506.98 274.13 4.13 .31 4.71 .31 1.23 786.00 616.42 274.37 4.37 .65 5.16 .65 1.42 786.00 737.29 274.60 4.60 .92 5.57 .92 1.61 786.00 812.12 274.73 4.73 1.06 5.81 1.06 1. 72 * 920.00 268.64 274.59 2.23 1. 11 4.43 1.10 1.24 t I 920.00 . 395.25 275.04 2.68 1.46 4.78 1.45 1.32 c-c 920.00 506.98 275.37 3.01 1.68 5. 11 1.67 1.43 920.00 616.42 275.64 3.28 1.86 5.42 1.85 1.55 920.00 737.29 275.90 3.54 2.04 5.n 2.03 1.69 920.00 812.12 276.05 3.69 2.17 5.93 2.15 1.76 Surmary of Errors and Special Notes WARNING SECNO= 280.000 PROFILE= 1 KRATIO outside acceptable range WARNING SECNO= 280.000 PROFILE= 2 KRATIO outside acceptable range WARNING SECNO= 280.000 PROFILE= 3 KRATIO outside acceptable range WARNING SECNO= 280.000 PROFILE= 4 KRATIO outside acceptable range WARNING SECNO= 280.000 PROFILE= 5 KRATIO outside acceptable range WARNING SECNO= 280.000 PROFILE= 6 KRATIO outside acceptable range WARNING SECNO= 450.000 PROFILE= 5 KRATIO outside acceptable range WARNING SEC NO= 450.000 PROFILE= 6 KRATIO outside acceptable range WARNING SEC NO= 920.000 PROFILE= 1 KRATIO outside acceptable range NE STREET SECTION 1 O YR EVENT Worksheet for Irregular Channel ·. Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 NE STREET SECTION Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.016600 V : H Elevation range: 0.00 ft to 1. 70 ft . Station (ft) Elevation (ft) 0.00 1.70 6.00 0.50 6.50 0.50 6.50 20 .00 33 .50 33.50 34.00 40 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Depth Critical Water Elev. Critical Slope Velocity Velocity Head Specific Energy Froude Number Full Flow Capacity Flow is supercritical. Flow is divided. 0.00 0.50 0.00 0.50 0.50 1.70 28.70 ft3/s 0.013 0.45 ft 5.42 ft2 25.10 ft 24 .19 ft 0.45 ft 0.58 ft 0.003701 V : H 5.30 ft/s 0.44 ft 0.88 ft 1.97 772.54 ft3/s Start Station 0.00 6.00 34 .00 Kling Engineering & Surveying End Station 6.00 34.00 40 .00 Oec24, 1997 09:47:08 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 0.030 FlowMaster v4.1 c Page 1 of 1 NE STREET SECTION 10 YR Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 NE STREET SECTION Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1 .8 ( 1.6 1.4 1 .2 ~ ~1 .0 c 0 ; l1J ~ 0 .8 w 0.6 0.4 \ \ \ \ \ ' \ \ 0.013 0.016600 V: H 0.45 ft 28.70 ft3/s ~ 'ii' / / / ' "" ......... y / "" "" 2 0 . 0 0. 0 .0 5.0 v v 10.0 15.0 20.0 25.0 Station (ft} Kling Engineering & Surveying "" "" 30.0 Oec24, 1997 09:47:46 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 (~ I I I I I I I j 35.0 40.0 FlowMaster v4.1 c Page 1 of 1 Cross Section G-G (PRE) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION G-G (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 270.0 ('-269.0 268.0 e' 267.0 ........ c: 0 ... l'O > 4> m 266.0 265.0 264.0 263. 0 ~ ~ 0.050 0 .008500 V : H 267 .75 ft 959.30 ft3/s ~ ~ .......... " " ~ ~ - 'C"7 / ... , / / ~ / 0 .0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0 Station (ft) Jan 8.1998 13:05:24 ------------ Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 100 YR-WSEL ESTIMATE SECTION G-G (PRE) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\ashford\ashford. fm2 CHANNEL SECTION G-G (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.008500 V : H Elevation range: 263.05 ft to 269.20 ft. Station (ft) Elevation (ft) 0.00 269.20 220.87 268.00 369.39 266.00 381.30 264.00 386.97 263.05 392.76 264.00 403.44 266.00 522.68 268.00 Discharge 959.30 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 267.75 Flow Area 314.87 Wetted Perimeter 268.54 Top Width 268.00 Depth 4.70 Critical Water Elev. 267.13 ft ~ ft ft ft ft Start Station 0.00 Critical Slope 0.037297 V : H Velocity 3.05 ft/s Velocity Head 0.14 ft Specific Energy 267.89 ft Froude Number 0.50 Full Flow Capacity 3414.47 ft3/s Flow is subcritical. Kling Engineering & Surveying End Station 522.68 Jan 8 , 1998 13:05:14 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v4.1 c Page 1 of 1 'S>JT"l.4 SrtZ.S¥r STA6+47.5 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Input Data c:\fmw\final.fm2 6+47.5 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.005000 ft/ft Elevation range : 271 .13 ft to 273.33 ft. Station (ft) Elevation (ft) 0 .00 272 .32 15.00 42.00 47.00 55 .00 Discharge Results 271.13 271 .13 271.33 273.33 110.00 ft3/s Wtd. Mannings Coefficient 0.013 Water Surface Elevation 27 1.73 Flow Area 21 .29 Wetted Perimeter 41 .24 Top Width 41.17 Depth 0.60 Critical Water Elev. 271 .82 ft ft2 ft ft ft ft Start Station 0.00 15.00 47 .00 Critical Slope 0.003003 ft/ft Velocity 5.17 ft/s Velocity Head 0.41 ft Specific Energy 272 .14 ft Froude Number 1.27 Full Flow Capacity 1101 .22 ft3/s Flow is supercritical. Kling Engineering & Surveying End Station 15 .00 47 .00 55.00 Feb Z3, 1996 Z3:43:22 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 (203) 755-1666 Roughness 0.027 0.013 0.030 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data S.:UT>f Sru.r-r STA 7+42.0 Worksheet for Irregular Channel c:\fmw\final.fm2 7+42 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.005000 ft/ft Elevation range: 271.60 ft to 273 .80 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 272 .62 0.00 27 .00 13.50 273.12 27 .00 42 .50 27.00 272 .55 42.50 74.50 42.50 271.60 74 .50 82 .50 69 .50 271 .60 74.50 271.80 82.50 273 .80 Discharge 110.00 ft3/s Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 272 .20 ft Flow Area 21 .81 ft2 Wetted Perimeter 43 .39 ft Top Width 43.32 ft Depth 0.60 ft Critical Water Elev. 272 .28 ft Critical Slope 0.003079 ft/ft Velocity 5.04 ft/s Velocity Head 0.40 ft Specific Energy 272.59 ft Froude Number 1.25 Full Flow Capacity 1321 .72 ft3/s Flow is supercritical. Kling Engineering & Surveying FebZ3, 1998 Z3:35:28 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 (203) 755-1666 Roughness 0.013 0.027 0.013 0.030 FlowMaster v4.1 c Page 1of1 s~rt.(~ STA8+37.0 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Input Data c:\fmw\final.fm2 8+37 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.005000 ft/ft Elevation range : 272 .08 ft to 274 .16 ft. Station (ft) Elevation (ft) -14 .00 272 .71 0 .00 272 .43 15.00 272 .08 42 .00 272 .08 47.00 272.16 55 .00 274.16 Discharge 110.00 ft3/s Results Wtd. Mannings Coefficient 0.014 Water Surface Elevation 272.64 Flow Area 25 .34 Wetted Perimeter 59 .74 Top Width 59.67 Depth 0.56 Critical Water Elev. 272 .70 ft ft2 ft ft ft ft Start Station -14.00 15.00 47 .00 Critical Slope 0.003587 ft/ft Velocity 4.34 ft/s Velocity Head 0.29 ft Specific Energy 272 .94 ft Froude Number 1.17 Full Flow Capacity 1178.00 ft3/s Flow is supercritical. Kling Engineering & Surveying End Station 15.00 47 .00 55 .00 Feb23, 1996 23:38:55 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.027 0.013 0.030 FlowMaster v4.1 c Page 1 of1 I I I I I ' I \ DRAINAGE REPORT for Lots 2,3,4,5,6,7, Block "C" Lots 1,2,3,4,5,6, Block "D" Ashford Square Subdivision & Lots 2 and 3, Block "1" Dartmouth Addition Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 26-March, 1998 GENERAL LOCATION & DESCRIPTION: The proposed areas to be developed are within the Ashford Square and Dartmouth Addition Subdivisions. They are located adjacent to the southeast side of Southwest Parkway approximately 1350 feet east of the Texas Avenue (SH 6-Business) and Southwest Parkway intersection (see Appendix 1: "General Location Map"). Private, center drain, concrete alleys comprise the existing means of vehicle circulation as well as stormwater conveyance throughout the Ashford Square Subdivision. Water collects at a grate inlet and is released into an existing channel common to both subdivisions via 2-36" concrete pipes. The Dartmouth Addition Subdivision is currently being platted. Existing storm water runoff from this subdivision generally travels overland to the common ·drainage channel. Currently, all areas under development are vacant. Existing ground cover consists of grasses and a few trees. This site is not within the 100-year floodplain according to the Flood Insurance Rate Map for Braios County, Texas and Incorporated Areas, Community No. 480083, Panel No. 0144C~ effective date: July 2, 1992 (see Appendix 2 : "Flood Insurance Rate Map"). ·surrounding devel~pments include a mobile home park to the south and a commercial shopping center to the west. Proposed improvements for the Ashford Square Subdivisio·n include a resubdivision into 19 lots zoned for duplex dwellings (R-2) and 1 lot zoned for administr:ative-professional (A-P). Full development is eJ_Cpected . The center drain all.ey "section will be removed and. replaced with a standard crown, 28 foot back to back curb and gutter street section. The grate inlet and associated pipes will be removed and replaced with a grassed swale to convey stormwater to the channel. Proposed improvements for the Dartmouth Addition Subdivision, lots 2 and 3, include an apartment complex. I' . ,. . .. J I I I I I I I I I I I I I I I I I I ' . Ashford Square I Dartmouth Addition Drainage Report: Page 3 Sub-Basin Total Area Avg. CN Tc (acre) (pre/post) (Min) SB-1 17 .055 89/92 10 SB-2 109 .056 88/88 33 SB-3 12 .20/13 .770 80/89 10 Table 1 Cross sections along the channel were taken adjacent to the site and water surface elevations were determined (see Appendix 3 "Drainage Areas" for cross section location). The following table summarizes the results for the 100 year event (see Appendices 8 and 9 for Hydrologic and hydraulic computation). Cross WSEL Depth Q100 **Velocity (ft/s) Section (ft) (ft) (cfs) -LOB I CH I ROB . , . D-D 274.7 4.7 812.1 -1.1/5.8/1.1 d'-d' 273 .6 4.4 971.0 3 .6 I 7 .3 I 3 .1 E-E 272.1 6 .1 971 .0 -··--1.8 I 6.4 I 2 .4 F-F 269.8 S.8 971 .0 4 .4 I 9.1I4.S " *G-G 267 .8 4 .7 971.0 1.8 I S.2 I 1.8 Table 2 *section G-G was the starting section for the HEC-2 runs. Water surface for this section obtained using 1f~ Manning's Equati on with existing cross sectional geometry . : ,nvl- •• indicates : LOB=left over bank,, CH=channel, ROB=righ~ over bank A -Ill ' • The water surface elevations for P~e-d~;:p ..;-~~~;i~;. w~e-used to delineate an area ~ ~ of flooding for the 100 year event and is depicted on the drainage exhibit in Appendix 3. · ~~ Flooding occurs on the immediate site area as well as down stream in the mobile home park under existing conditions. Due the chaniiel cross sectional geometry at section E-E, -IL)(~ the water surface elevation did not drastically decrease during lesser storm events. The 2, -h> ~r- s, 10, & 2S year water surface elevations are 270.1, 270.8, 271.3 , & 271.6 respectively -~~r..:J..,.o.,. with the SO-year water surface elevation being 272.0 . This factor limits the flow line at ~ ..._. which drainage infrastructure can be. placed and still be functional . Additionally, the southmost new street to be demolished and reconstructed in the Ashford Square Subdivision has to match in elevation to existing pavement Within the subdivision limiting the slope and carrying capacity of the road section .. Although no vehicular traffic will use this intersection, current runoff drains down this street and to the existing channel via two existing 36" concrete pipes . I l ' I I ' I ' ' I I - I I I I I I I j Ashford Square I Dartmouth Addition Drainage Report: Page 5 RUNOFFHYDROGRAPHS SCS UNIT HYDROGRAPH METHOD 1100-r--~==========~~~~~~==:::;:-----i 1 :==:::~::::::::::.1._ _Q-8_12_8c~-~-P~-2_1_a1m _ _.1 :::::::· ·:::::::~~:::\ .... =°.~~~~~1~~=-··-1::::::::::::::::::::::: .. -~--•••••••••••oooo •ooOOOOOo O ·O OOOO OOOO O OOOO O OO O O OO O OO O OOOOO OOO •ooo OOO O OO oO OO OOO OOO OOOO O O O OOOOOO OOOO O HOOOOOOHHOOOOOOOOH·O OO·OOOO••OOO-OO••OOOOO OOOO••OOOO&&•o•o&&OOO --~ . • 7IO -_...................................................................... ····-···-······-··-·········--················-··------···········-······················ .. ···· "U - ...... ---·•••••Uoo o ooooe&o•o o Oooooooo o oooo.00 00 0 00 000000 0 0000000 00000 0 0 00 000000 o.•o oo •o •••••oo •ooo ••ooooo ooo o oo o Ho o.o •oooooo ooooooo e&o oooo o u ooo•••••••••••••••••••••o••ooeee ~ _, "" : = :::::::::::::::! Q-216 ::-~ ~~ In [::::::::::· ::. ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~::::::::::::::::::: ~ : == : 1 _~·~=·~~=-t.~=:;: t :~ :=::::::===~=-: ===-~~==~ I U7 125 S.12 LIO L57 11.3 12.1 1U 15.I 17.A 11.2 ZU 22-7 2U TIME (hrs) Figure ~: Post Developed Conditions Refer to Appendices 3, 6, & 8 for drainage areas, site plans, and hydro logic computation. Flooding currently occurs in the mobile home park . Within the private streets, creek crossings perform as low water crossings due to inadequate culvert capacity. In light of this , the proposed Ashford Square and Dartmouth Addition subdivisions will need to develop in a manner that does not aggravate the existing problem within the mobile home park . To accomplish this, upstream channel and "combined" detention improvements will be constructed. Although these improvements will attenuate post developed flows from the Ashford Square lots and Dartmouth Addition apartment project, they will not mitigate for downstream or upstream (above Southwest Parkway) flood related problems due to existing conditions nor aggravate these co ~ditions .. , CHANNEL IMPROVEMENTS : ;: ·,·. . · _ ~ ~· In order to utilize the total Ashford Square site area for development, fill will need to be ~ placed on the lots that presently get inundated . Fill heights were determined based on pre ~ · ;E: developed water surface elevations and finished floor elevations were set. Finished floor ~ elevations for the resubdivided lots are as follows : • ~ ~ \T ~ cWl-~w..·~~~ 'b\\'t\~ ... i,~~~·~ Lot/Blk 3R/D 4R/D 5R/D 6R/D 7R/D 8R/D 9R/D lOR/D llR/D 6R/C Elev. 275-5 275 .0 274 .0 273.0 273 .0 274 .0 274.5 275 .0 275.0 273 .0 ~ -Table 4 . \ . Ashford Square I Dartmouth Addition Drainage Report: Page 6 .... The proposed fill will alter the channel cross section. 'A design section that would contain the 100-year event was detennined . This section consists of a trapezoidal channel with 3: 1 side slope and a 12' bottom width. The entire channel will be lined with concrete / rubble for permanent slope and erosion control with 4" minimum and 30" maximum 11 ~,.,\,.J.J dimensions. Minimum weight for each piece is to be 100 pounds, established to preven~~1 l S pieces from being transported downstream during high flow events. ~ ~ . ~me-(ft> . . ~ ... '\,., ~, "COMBINED" DETENTION: . . ~ ~ ~.~ The tenn "combined" as is used in this report applies to lots 2,3,4,5,6, 7, Block "C" , lots ~eA 1,2,3,4,5,6, Block "D" Ashford Square Subdivision to be resubdivided and lots 2 and 3, ~~ Block "1" of the Dartmouth Addition Subdivision. The channel and detention facility is C> 0 _ _.~ · intended to be a City maintained facility and is situated within a public drainage easemene:/ as such . As referred to above, sub-basin SB-1 contains the Ashford Square subdivision. The only portion of this subdivision accommodated by this report and plan are those lots prior mentioned . Any currently undeveloped lots within Blocks "A" through "D" not included in the current replat of Ashford Square will need to provide individual drainage analysis and detention upon development. Likewise, the only portion of the Dartmouth Addition subdivision in sub-basin SB-3 accommodated by this report and plan are those lots prior mentioned. The commercial and administrative I professional tracts, Lot 1, Block "l" and Lot 1, Block "2" will need to proviae individual drainage analysis and detention. Refer to Appendices 4 & 5 for plats o~t~~~e-~eye,opments. ' r -..... ~ . Detention is to be accomplished within the improved channel. The channel will widen to -260' at the downstream end fonning the main detention basin. Side slopes are to be 3:1 with Bermuda grass sod within the limits of the main basin. A concrete pilot channel will be provided through the basin to the outlet. The outlet for the basin is to be a channel section with a discharge rate equaling the pre-devefoped computed flow rates. This outlet section was determined to be a trapezoidal channel with 2: 1 side slopes and an 81 bottom width on an 0.8% slope. The outlet channel will need to be lined with rock or concrete rubble grouted in place . Both the upstream and downstream face of the outlet will receive this grouted rubble for a width of-40'-80'. The downstr~am face of the outlet is approximately 33' from the intersection of the existing channel with the property line . The grouted rubble is to extend to the property line to mitigate expansion turbulence and afford erosion protection. The following table summarizes the detention pond characteristics. - '. COLLEGE ., ·+ --:· \ -·' 1. ... ~--,.-·---·-- ---:-..-J--·----.... INSTALL ROCK RUBBLE DAM 2 SEE SEDIMENT CONTROL DTL. :------... K-.OR CONC. RIP- ' \ . ~-·--·.:ii.,~--_____ , ' 1:-\ I I \ I \ i ' ' I I .. \ ', I \ \ ~ \ 1 I I I I ' \ ' I I ( I I I ' I I ' I I ' I I I I I I ' I I ' I ' --·---·-·---~-_.NQI[S:_ ______ ~----~-. ------~-----. ----~-------·---------------·--·---------------··-·--· ·-------. --. ····--· --·------- 1. CONTRACTOR IS REdUIRED TO VIDEO INSPECT SANITARY SEWER LINE PRIOR TO COl.AMENCING WORK . IF LINE IS FOUND TO BE IN NEiED OF REPAIR, CONTACT KLING ENGINEERING AND SURVEYING AND AWAJT INSTRUCT ION. A -·------·----i ----StCO'FJ'D'Vil)EO 'TNSP[CTlo~ns--REQUl"RrCJ OP-Ot-rc-OMPl.TIIOtr oF'-WORK.-ANY UAMAG "DONCTb llNC"St-fAU 8 C iHE'.--- 1 • CONTRACTOR'S RESPONSIBILITY TO REPAIR . '. ; --•• ___ .l.. -----------· ______ J . _____ . ___ __:. ______ . ____ ..;.. ____ ··--------·--------·--~--·· --·-··-·---------.. ····· ---·-··--- i 2 . CONTRACTOR TO CliAR ENTIRE AREA OF TREES, BRUSH, AND OTHER ITEMS WITH IN THE DRAINAGE EASEMENT AREA . . . . .{ ; . ··---.. -----·--+--l~-'.f&---GHANNEt-t-S-·tG!·BE--·l!NEG-WI™ -RGGK --OR--CONCRE-ff RUBBbE-Rlfl-RAP-. -MINIMUM REQUIREMENTS :· · ·· - 24• f.AIN. Dlf.AENSION J 50 lb MIN . WEIGHT . UNE ALSO : 2' STRIP -BOTH SIDES OF CONCRETE PILOT CHANNEL THROUGH DffiNTION ; POND, SECTION SHOWN THROUGH DETENTION POND OUll.ET CHANNEL-THIS SEC TI ON TO BE -------------------f· ----·---·CONCRETE -CR'OttTEO p N ··-PtAet.-·-·· ----·-----T-· --·· -~-· -· --·~-----· ·-··----~ ~--· · --·--· -· . _ ·------·-l· __ 1.: __ ~L.!:_. f3_~~~---~Q -~µj:Q __ ~R~?__ TQ.._Bf; __ ('.Ot.1f>ACT.f,:C_LIQ .~l~c _95_3 SJAND_A_R_D f~OCTO~ .. ~N-~~T'l'. {~.SJ M-698)_ I~-8" _ ~l !'J.S . I • . 5 . HYDROMULCH PLANTING MIXTURE TO BE AS FOLLOWS : . --------__ L ________ 2_1bs. _UN.l:iULLEO .. ..CCll.O.tillLBERMUDA..GRASS...sEED. • .P-ER. J .oo.o_ SL . --. --- -. 2 tbs . HULLED cm.o"ON BERMUDA GRASS SEED PER 1 000 SF 46 lbs. HARDWOOD MULCH PER 1000 SF ------·· ----'.--------8--fbs,--3--2-1---RATJG[-FE~~ffi -W/-StJl:PH£R&;·TRACE -ElEMEN+5--PE-R -lOOO -SF --------·-- . . i "' l • 6 . DETENTION POND SIDE SLOPES TO BE SOUD SOD WITH COMMON BERMUDA GRASS SOD . CONTRACTOR TO GUARANTEE -------------·t------·-Att -Pt:ANTro -1.1ATERIAt ·f'OR"~--PERtOO &-1 m:~----·----------·-·· .. .;. ----··----· --· I I i . . t • I l " : 7 . DETENTION POND REQUIRED VOLUMES : DETENTION POND CHARACTERISTICS : ·-----··-----:-.. ·----tl.E\i.---AREA -{S'F')i-INCIC VO [ (tF} ____ T dTArVol ·ccn --·-·••toP -o ·F BERM -= ·2-,n -.. . .. . --.. ·:· --·----- : 264 91 .4 i · 0 . 0 : STORM RETURN WSEL ·--·--·---·---.i _____ 2fi.4.5_ ___ U5.2.3...24.... __ i __ 2lJ..6_ ______ . ____ 2J.J 6-_____ ·-----·---·--lO.------·--·-· .... -269..5...--· ···-------···-·-··-------- i 265 19651 .92 i 7718 9833 •25 270 .0 266 26179 .48 ' 22838 3267,1 50 270.6 -------~ ---261----30721-:-2+--i--~2 ~-----·-----6+09+---·--·------100-· ----_._ --·-rM-8---------····---•----· -·------- ! 268 35761 :09 ; 33212 94307 • I ; 269 41750. 78 ! 38717 133024 . . ---------··1 -lj[~-.--~~~;;]r1 --fg~~~ --~~-------------------·----CJ;p-: t--~-~~ __ . __ _;_ __ ~ __ 1.Z.L__ . 54894.si 10715 ~:_-~· 228~5~ _ _: ____ · ______ -t-· ---. . _p!.__~-~---·· ~ • j I 8 . ST0Rt.4WATE. R P!ill~O:sR~:~N: PRl()f( TO CHANNEL AND DffiNTION POND GRADING PLACE TEMPORARY ROCK . RllflBI E DAMS -. ~ • -(~ Ar 2) 1Nf:AL1-P..£R-DIL-...Mltll-1)lMENSJONS &..wDGl:US .AP.aY......_~----·---_ • f ~ -. . . . ' . ..