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Home My WebLink AboutDrainage Report (from DP Folder 1)DRAINAGE REPORT for SECTIONS 1, 2, & 3 of ESTATES AT SPRING CREEK DEVELOPMENT College Station, Texas PREPARED FOR: Barron Road Meadows, L.L.P. P.O. Box 277 Normangee, Texas 77871 PREPARED BY: ASH & BROWNE ENGINEERING, INC. P.O. Box 10838 College Station, Texas 77842 October 2003 ABEi No. 1045005 C COPYRIGHT 2003. Ash & Browne, Engineertng, Inc. TABLE OF CONTENTS GENERAL LOCATION AND DESCRIPTION Location ............................................................. 1 Description of Property ................................................. 1 DRAINAGE BASINS AND SUB-BASINS Drainage Basin Designation ............................................. 1 DRAINAGE DESIGN CRITERIA Regulations .......................................................... 2 Development Criteria, Reference and Constraints ............................ 2 HYDROLOGICAL CRITERIA Runoff Calculation Method .............................................. 2 Hydraulic Calculations -Storm Sewer System ................................ 3 SUMMARY ................................................................ 3 CONCLUSION Compliance with City Standards .......................................... 4 Effectiveness of Drainage Design ......................................... 4 Explanation of 100-Year Storm Event. ...................................... 4 ATTACHMENT #1 ESTATES AT SPRING CREEK DEVELOPMENT LOCATION MAP ATTACHMENT #2 FIRM MAP ATTACHMENT #3 SPRING CREEK WATERSHED BASIN ATTACHMENT #4 HYDRAULIC CALCULATIONS & SUPPORT DATA ATTACHMENT #5 HYDRAULIC MODEL & HYDROGRAPHS ATTACHMENT #6 STORM SEWER SYSTEM LAYOUT, PROFILES, & SUPPORT DATA REATTA MEADOWS SUBDIVISION, SECTION 1 CERTIFICATION "I, Joe I. Gattis, certify that this report for the drainage design the Estates at Spring Creek Development for Sections 1,2 & 3 was prepared by me in accor nee with the provisions of the City of College Station Drainage Design Manual for t e own thereof. Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location The Estates at Spring Creek Development (ESCO) consists of ±151.06 acres of land situated in the Robert Stevenson League, Abstract 54, in College Station, Brazos County, Texas. Barron Road borders the subject property on the northwest boundary. The undeveloped ±49.35 acre Edward Freehling Tract borders the property on the northeast boundary. The Castlegate Subdivision, consisting of medium density residential housing, is located to the southeast of the subject property. Lastly, the ±64.28 acre tract of land owned by the City of College Station Independent School District lies along the southwest boundary. The ESCO contains the North Fork of Spring Creek drainage way. The Spring Creek drainage way splits the property, thus producing Sections 1 and 2 on the northern side and Section 3 on the south side of the creek. Section 4 is located in the southwestern portion of the Estates of Spring Creek Development. Sections 1 and 2 are open agriculture pastures used for cattle grazing with intermittent native trees. Sections 3 and 4, while being used for grazing, consists of a more dense consistency of trees and ground cover. Section 1 of Estates at Spring Creek Development shall be called Reatta Meadows Subdivision and will consist of medium density, single family residential homes. Section 2 of will also be a single family subdivision consisting oftownhomes with smaller lots. Section 3 shall be a medium density residential subdivision with larger lots sizes. Please note, Section 3 is bisected by the Spring Creek Basin ridge. Only the portion of Section 3 within the basin boundary for the northern fork of the Spring Creek water way is included in this drainage design report. The remaining portion of Section 3 outside the basin boundary must have its own drainge design. Section 4 is also outside the limits of this drainage report and is not included in this drainage report. See Attachment #1 for the Estates at Spring Creek Master Development Plan. Description of Property The development (Sections 1, 2, & 3) consists of pasture land, mixed with native grasses and trees, and is bisected by the northern fork of the Spring Creek Drainage Way forming the northern Spring Creek Drainage Basin. The North Fork of Spring Creek drainage way is a secondary branch that feeds the Spring Creek Drainage Basin. The property is located in the unshaded Flood Zones "X" as shown on FIRM (Flood Insurance Rate Map) map, Map Number: 48041C0205 D, effective date of 02/09/2000. Refer to Attachment #2 for the FIRM Map. DRAINAGE BASINS AND SUB-BASINS Drainage Basin Designation The project site is located in the northern branch of the Spring Creek Drainage Basin (SCDB) as 1 Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 described above and by the City of College Station Drainage Design Manual. The SCDB consists of 5 basins totaling approximately ±532.20 acres of land. Sub-Basins #1, #2, #3 and #5 are mostly undeveloped with open pasture land and sporadic light density single family residential. (See Attachment #3) DRAINAGE DESIGN CRITERIA Regulations No deviations were taken from the City's Policy when this report was composed. Development Criteria, Reference and Constraints The northern branch of the Spring Creek Drainage Basin (SCDB), consists of 5 sub-basins that converge to form the northern branch of Spring Creek that has an outfall point on the southeastern property boundary of the project site. This common outfall point is the Point Of Reference (POR) and is illustrated in Attachment #6 as Junction #4. To analyze the impact of the Estates at Spring Creek Development on the existing drainage parameters of the Spring Creek Drainage Basin, the entire basin was modeled using HEC-HMS. The five sub-basins were modeled both in pre-developed and developed conditions for storm events 5-yr. through 100-yr. to determine the peak discharge at the POR to determine ultimate downstream influence. HYDROLOGICAL CRITERIA Runoff Calculation Method Runoff for all areas greater than 50 acres was calculated based on the "SCS Method" in conjunction with the HEC-HMS (Hydraulic Modeling System) provided by the United States Army Corp of Engineers. The basin curve numbers were developed by using the City of College Station Design Manual for percent ground cover and density of development. The curve numbers used for the hydraulic model varied from 75 to 87. 24 Hour Rainfall Depths for the City of College Station (Table 111-3, COGS Manual) with a Type II rainfall distribution was used for all rainfall input data for all storm events. Runoff for all areas less than 50 acres was calculated based on the "Rational Method". The runoff coefficients used varied between 0.30 and 0.75 and were determined by the percent coverage of grassland areas and developed areas, respectively. Intensity was determined using rainfall data for Brazos County and by the calculated time of concentration (Tc) for each drainage area. The method used for determining the Time of Concentration was Technical Release 55 (TR-55) for overland flow, shallow concentrated flow and gutter flow. If the determined time of concentration (Tc) determined was less than 10 minutes, a minimum value of 10 minutes was used for Tc. Refer to Attachment #4 for the runoff calculations. 2 Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 Hydraulic Calculations -Storm Sewer System Per the City of College Station drainage manual, the storm sewer system for this project was designed to accommodate all intercepted flows, future additions, and evaluated for flow conditions that result from a 100 year rainfall event. Manning's Equation, Manning's Coefficients, slope, outlet sizes, etc. were used to determine the capacity of the proposed storm sewer system. lnteliSOL VE software program "HYDRAFLOW Storm Sewers 2003" was utilized to assist in the design and modeling of the storm sewer system. Please refer to Attachment #6 for the Storm Sewer System layout and sewer profiles. SUMMARY The development consists of native grasses and intermittent trees with a the northern fork of Spring Creek Drainage way bisecting the development. The existing flow patterns of the site sheet flow to the center to the Spring Creek drainage way. There is approximately 4.3 acres of off-site flow that is accumulated from Barron Road ROW that flows through the northern portion of the site and discharges into Spring Creek drainage way. The proposed development will increase the storm water run-off due to the increase in impervious areas resulting from roof tops, roads, and sidewalks. This increase in storm water run-off will be captured via the streets, conveyed to the underground storm pipe system via the curb and gutter system and discharged into the creek without any detention. The peak discharge developed by the Estates at Spring Creek Development, Sections 1,2 & 3, peaks prior to the Spring Creek Watershed Basin (SCWB) and any detention of said increased run-off would cause a n~gative impact to the properties downstream and raise the flood elevation not only locally, but also downstream. Please refer to the Hydrographs provided in Attachment #5. The following table illustrates the existing and proposed runoff for the project site and the flow increase/decrease for this drainage basin: Table 1.1 Existing/Proposed Runoff Existing Runoff Proposed Runoff w/o Detention Increase/Decrease (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) -5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 SCWB 478.06 623.02 795.52 919.94 1,070.00 473.26 610.30 n2.64 889.40 1,029.90 (4.80) (12.72) (22.88) (30.54) (40.10) <@POR Based on the above information, the development does not require detention. The storm water run-off produced by the Estates at Spring Creek Development shall be conveyed via a storm sewer system or allowed to sheet flow to the Spring Creek Drainage Way. 3 Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 CONCLUSION Compliance with City Standards From the information that is presented in this report, we have shown that the development of this site will meet the City's policy. Effectiveness of Drainage Design The proposed drainage plan demonstrates how the storm water produced from this development will be conveyed via the street and storm sewer system to Spring Creek drainage way. Explanation of 100-Year Storm Event. The complete storm water conveyance system, including streets, curb and gutters, and storm sewer system have been check based on the 100-year storm event. Based on the results, all infrastructure mentioned herein is capable of handling the 100-year storm event without adversely impacting the local development, the waters of the United States or properties down stream. 4 Drainage Report for Estates at Spring Creek Development, Sections 1, 2, & 3 ATTACHMENT #1 ESTATES AT SPRING CREEK DEVELOPMENT LOCATION MAP October 2003 Drainage Report for Estates at Spring Creek Development, Sections 1, 2, & 3 ATTACHMENT #2 FIRM MAP October 2003 Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 ATTACHMENT #3 SPRING CREEK WATERSHED BASIN Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 ATTACHMENT #4 HYDRAULIC CALCULATIONS & SUPPORT DATA ESTATES AT SPRING CREEK DEVELOPMENT SUB-BASIN #1 October 2003 1045005 SCS Curve Number (CN) Allocation Table By: JIG DRAINAGE AREA TYPES EXISTING Area Curve Number (acres) Open Pasture, native grasses, natural grasslands 124.80 75 Low density residential, landscaped areas, large lots 124.80 85 Open Pasture, native grasses, natural grasslands Low density residential, landscaped areas, large lots Total: 249.60 80 Time of Concentration Calculations (Tc) Proposed Flow Path Description Length Grade Velocity Time (ft) (%) (fps) (min.) Overland Flow 300 ------0.5 10.0 Shallow Concentrated Flow/Pasture 509 2.0 1.0 8.5 Shallow Concentrated Flow/Pasture 1713 1.6 0.9 33.6 Shallow Concentrated Flow/Pasture 2508 0.6 0.6 76.0 *Channelized Flow 1030 0.6 3.7 4.6 TOT AL: 132. 7 *Channel cross sections were used to determine channel velocity Time of Concentration Tc Used Existin Conditions 10 min. 132. 7 min. 132. 7 min. PROPOSED Area Curve Number (acres) 124.80 75 124.80 85 249.60 80 By: JIG ESTATES AT SPRING CREEK DEVELOPMENT SUB-BASIN #2 (102.40 acres) October 2003 1045005 SCS Curve Number (CN) Allocation Table DRAINAGE AREA TYPES EXISTING Area Curve Number (acres) Open Pasture, native grasses, natural grasslands 76.80 75 Low density residential, landscaped areas, large lots 25.60 85 Open Pasture, native grasses, natural grasslands Low density residential, landscaped areas, large lots Total: 102.40 78 Time of Concentration Calculations (Tc) Proposed Flow Path Description Length Grade Velocity Time (ft) (%) (fps) (min.) Overland Flow 300 ---0.5 10.0 Shallow Concentrated Flow/Pasture 1159 1.2 0.8 24.1 Shallow Concentrated Flow/Pasture 584 0.7 1.2 8.1 Shallow Cone. Flow/Grassed Waterway 1768 1.5 1.8 16.4 TOTAL: 58.6 Time of Concentration Tc Used Existin Conditions 10 min. 58.6 min. 58.6 min. PROPOSED Area Curve Number (acres) 76.80 75 25.60 85 102.40 78 ESTATES AT SPRING CREEK DEVELOPMENT SUB-BASIN #3 (115.20 acres) By: JIG October 2003 1045005 SCS Curve Number (CN) Allocation Table DRAINAGE AREA TYPES EXISTING Area Curve Number (acres) Open Pasture, native grasses, natural grasslands 115.20 75 Low density residential, landscaped areas, large lots 0.00 0 Open Pasture, native grasses, natural grasslands Medium density residential , landscaped areas, large lots Total: 115.20 75 Time of Concentration Calculations (Tc) Proposed Flow Path Description Length Grade Velocity Time (ft) (%) (fps) (min.) Overland Flow 300 ----0.5 10.0 Shallow Concentrated Flow/Pasture 1123 2.3 1.1 17.0 Shallow Concentrated Flow/Pasture 610 1.3 0.8 12.7 *Channelized Flow (Reach #2) 1843 0.9 3.3 9.3 TOTAL: 49.0 *Channel cross sections were used to determine channel velocity Time of Concentration Tc Used Existin Conditions 10 min. 49.0 min. 49.0 min. PROPOSED Area Curve Number (acres) 86.40 75 28.80 87 115.20 78 ESTATES AT SPRING CREEK DEVELOPMENT SUB-BASIN #4 (40.96 acres) October 2003 1045005 SCS Curve Number (CN) Allocation Table By: JIG DRAINAGE AREA TYPES EXISTING Area Curve Number (acres) Open Pasture, native grasses, natural grasslands 40.96 75 Low density residential, landscaped areas, large lots 0.00 0 Open Pasture, native grasses, natural grasslands Low density residential, landscaped areas, large lots Total: 40.96 75 Time of Concentration Calculations (Tc) Proposed Flow Path Description Length Grade Velocity Time (ft} (%} (fps} (min.} Overland Flow 300 ------0.50 10.0 Shallow Concentrated Flow/Pasture 920 2.4 1.10 13.9 Shallow Concentrated Flow/Pasture 1034 1.5 0.85 20.3 TOTAL: 44.2 Time of Concentration Tc Used Existin Conditions 10 min. 44.2 min. 44.2 min. PROPOSED Area Curve Number (acres) 2.59 75 38.37 85 40.96 84 ESTATES AT SPRING CREEK DEVELOPMENT SUB-BASIN #5 (23.04 acres) October 2003 1045005 SCS Curve Number (CN) Allocation Table By: JIG DRAINAGE AREA TYPES EXISTING Area Curve Number (acres) Open Pasture, native grasses, natural grasslands 23.04 75 Low density residential, landscaped areas, large lots 0.00 0 Greenway, floodplain Low density residential, landscaped areas, large lots Total: 23.04 75 Time of Concentration Calculations (Tc) Proposed Flow Path Description Length Grade Velocity Time (ft) (%) (fos) (min.) Overland Flow 300 ----0.5 10.0 Shallow Concentrated Flow/Pasture 1075 2.4 1.1 16.3 Channelized Flow (Reach #3) 861 0.5 3.6 4.0 TOTAL: 30.3 *Channel cross sections were used to determine channel velocity Time of Concentration Tc Used Existin Conditions 10 min. 30.3 min. 30.3 min. PROPOSED Area Curve Number (acres) 2.66 75 20.38 85 23.04 84 ~ r-z w (..) a:: w a. z .W c.. 0 _J (/") w (/") a:: ::> 0 (..) a:: w r-~ ·' 50 20 10 5 3 2 .1 5 . .5 .I r!llUl\t. ' -VYt.r\LMllU rLVll'I Vt.LU\,,! I !1;..J Ul"l.Jl;.1.1 U1' .n .. vri.. .2 .5 2 3 5 10 I I I l 1,1 ;~ I/ I/ ,, ~ , ' I' I I v , 1-i"I I/ j Of ~r. I I [/ ~ 0:1 $' <' 1 II ,.,,,~ 0 I "-/ '1' -,::-I , ~ ~'q'" lj v ~ {~$_11 l/ ~' , ..., ..., ..., ~%' 't t:J . ~ t= : t$°· ;::,< I 't -"'" El-~ ' ..., J.. '=' • 0 ' 0 .... ~ ., ~ ' k' "' '{5_= l i J.. J I ~ 0._):!..., ~. · .. ~-~ ~ ... ~' ,;;1 -v-----"' ..._ .Iv.__ 4.t ~ < ~ ~ 0 !,,, I ,,_, ~ • ~~ " >''7 "'-~' ~ ,, q, "' ..!:!' I II I ~1 ~ -c., J.. I-"' I I ./-« ~ ~"'f tJ/ ~ ,;.. ~ 'q'" ~ ~I I ~ 0 " ~/ ~ "8"/ :ft ~11 I iJ ~'5 11 '<.'<fl ::::1 I ~ I -"' ' Q. I I 11 v· J I y :; '.) I v v J -) y l! '[J u ~ II ·-J ,_ ,_ --[) IJ ~ ~ I 1. [/ I [J I -.2 .3 .5 2 3 5 10 VELOCITY, V (FT I SEC) J I I I I 20 50 30 20 10 5 2 .5 20 Source: Texas Highway Department -Bridge Division Hydraulic Manual, 12/85 ·---· EXHIBIT D-1 24 Hour Rainfall depths for Selected Storm Return Periods1 Store Return Period, "t~ (Years) . 2 5 10 25 50 100 24 Hour Rainfall deoth. "P" (Inches) 4.5 6.2 7.4 8.8 9.8 11.0 1 From National Weather Service Isohyetal Charts For Selected J!eturn Periods Curve Numbers and Percent Impervious Area For Various Land Cover and Land Use2 Cateaorv Percent Imoervious t LAND COVER: Natural Woodlands O Natural Grasslands O Landscaped Areas O Impervious Areas (Pavements,Rooftops,etc) 100 LAND USES: Low Density Residential KediU11 Density Residential High Density Residential Business/Col!llercial Industrial 38 52 65 85 72 Curve Htillber 75 75 77 98 84 87 ... 91 . 94 92 2 Fro1 "Urban Hydrology For Small Watersheds, Technical Release No. 55" of the Soil Conservation Service Drainage Report for Estates at Spring Creek Development, Sections 1, 2, & 3 ATTACHMENT #5 HYDRAULIC MODEL & HYDROGRAPHS October 2003 HEC-HMS Project: Reatta Subdivision Basin Model: SC - U ndev Junction-1 Reach-1 Junction-2 Reach-2 Junction-3 Reach-3 Junction-4 HMS * Summary of Results Project Reatta Subdivision Run Name Run 2 Start of Run End of Run Execution Time 01Jan01 0000 Basin Model SC -Undev Basin 02Jan01 0000 Met. Model 5 Year 240ct03 1444 Control Specs Control 1 Hydro logic Discharge Time of Volu11e Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 212.45 01 Jan 01 1414 78.374 0.390 Subbasin-2 154.01 01 Jan 01 1253 31.374 0.160 Junction-1 282.27 01 Jan 01 1321 109.75 0.550 Reach-1 282.27 01 Jan 01 1326 109.58 0.550 Subbasin-3 181.57 01 Jan 01 1243 32.538 0.180 Junction-2 416.24 01 Jan 01 1258 142.11 0.730 Reach-2 416.24 01 Jan 01 1308 141.67 0.730 Subbasin-4 69.681 01 Jan 01 1238 11.591 0.064 Junction-3 463.54 01 Jan 01 1302 153.26 0 .794 Reach-3 463.54 01 Jan 01 1306 153.07 0.794 Subbasin-5 56.779 01 Jan 01 1219 6.5651 0.036 Junction-4 478.06 01 Jan 01 1305 159.63 0.830 HMS * Summary of Results for Junction-4 Project Reatta Subdivision Run Name Run 2 Start of Run 01Jan01 0000 Basin Model SC -Undev Basin End of Run 02Jan01 0000 Met. Model 5 Year Execution Ti•e 240ct03 1444 Control Specs Control Computed Results Peak Outflow 478.06 (cfs) Date/Time of Peak Outflow 01 Jan 01 1305 Total Outflow 3.61 (in) //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 2/ 5 YEAR UNDEVELOPED HYDROGRAPH 500-.----------------------------. ~ (J) 450 400 350 300 0 250 ~ .Q 200 LL 150 100 50 t l 0 4-~ ...... ~~...;...----;:_---------------------l 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 2 FLOW HMS * Summary of Results Project Reatta Subdivision Run NHe Run 3 Start of Run End of Run Execution Time 01Jan01 0000 02Jan01 0000 240ct03 1445 Hydro logic Discharge Element Peak (cfs) Subbasin-1 271. 78 01 Subbasin-2 198.61 01 Junction-1 363.78 01 Reach-1 363.78 01 Subbasin-3 237.77 01 Junction-2 541.41 01 Reach-2 541.41 01 Subbasin-4 91.217 01 Junction-3 604.07 01 Reach-3 604.07 01 Subbasin-5 74.212 01 Junction-4 623.02 01 Basin Model Met. Model Control Specs Time of Peak Jan 01 1413 Jan 01 1253 Jan 01 1319 Jan 01 1324 Jan 01 1243 Jan 01 1257 Jan 01 1307 Jan 01 1238 Jan 01 1301 Jan 01 1305 Jan 01 1219 Jan 01 1304 SC -Undev Basin 10 Year Control 1 Volume Drainage (ac Area ft) (sq 11i) 100.41 0.390 40.461 0.160 140.87 0.550 140.66 0.550 42.478 0.180 183.14 0.730 182.59 0.730 15.130 0.064 197.72 0.794 197.48 0.794 8.5668 0.036 206.05 0.830 HMS * Summary of Results for Junction-4 Project Reatta Subdivision Run Name Run 3 Start of Run 01Jan01 0000 Basin Model SC -Undev Basin End of Run 02Jan01 0000 Met. Model 10 Year Execution TiMe 240ct03 1445 Control Specs Control 1 Computed Results Peak Outflow 623.02 (cfa) Date/Ti•• of Peak Outflow 01 Jan 01 1304 Total Outflow 4.65 (in) 600 500 400 ~ 300 .Q LL 200 100 //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 3/ 10 YEAR UNDEVELOPED HYDROGRAPH 0 -1-~---~~.....---m=;.--~-,....~~.,--~---r~~-T-~~ 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 3 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na•e Run 4 Start of Run End of Run Execution Time 01Jan01 0000 Basin Model SC • Undev Basin 02Jan01 0000 Met. Model 25 Year 240ct03 1445 Control Specs Control 1 Hydro logic Discharge Time of Volu•e Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 341.78 01 Jan 01 1412 126.68 0.390 Subbasin-2 251.34 01 Jan 01 1252 51.338 0.160 Junction-1 460.32 01 Jan 01 1319 178.02 0.550 Reach-1 460.32 01 Jan 01 1324 177.77 0.550 Subbasin-3 304.70 01 Jan 01 1242 54.455 0.180 Junction-2 690.26 01 Jan 01 1256 232.22 0.730 Reach-2 690.26 01 Jan 01 1306 231.56 0.730 Subbasin-4 116.88 01 Jan 01 1237 19.395 0.064 Junction-3 771.27 01 Jan 01 1301 250.96 0.794 Reach-3 771.27 01 Jan 01 1305 250.67 0.794 Subbasin-5 94.944 01 Jan 01 1218 10.978 0.036 Junction-4 795.52 01 Jan 01 1303 261.65 0.830 HMS * Summary of Results for Junction-4 Project Reatta Subdivision Run Name Run 4 Start of Run 01Jan01 0000 Basin Model SC • Undev Basin End of Run 02Jan01 0000 Met , Model 25 Year Execution Ti•e 240ct03 1445 Control Specs Control Computed Results Peak Outflow 795.52 (cfs) Date/Ti•e of Peak Outflow 01 Jan 01 1303 Total Outflow 5.91 (in) //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 4/ 25 YEAR UNDEVELOPED HYDROGRAPH 900 800 700 600 """' 500 (J) ""--0 "-/ ~ 400 .Q LL 300 200 100 o~~--"~------==---~--~~---~---~~--~---1 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 4 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na•e Run 5 Start of Run End of Run Execution Tille 01Jan01 0000 02Jan01 0000 240ct03 1445 Hydrologic Discharge Element Peak (cfs) Subbasin-1 392.02 01 Subbasin-2 289.22 01 Junction-1 529.78 01 Reach-1 529.78 01 Subbasin-3 353.02 01 Junction-2 797.66 01 Reach-2 797.66 01 Subbasin-4 135.40 01 Junction-3 891.99 01 Reach-3 891.99 01 Subbasin-5 109.91 01 Junction-4 919.94 01 Basin Model Met. Model Control Specs Time of Peak Jan 01 1411 Jan 01 1252 Jan 01 1318 Jan 01 1323 Jan 01 1242 Jan 01 1256 Jan 01 1306 Jan 01 1237 Jan 01 1300 Jan 01 1304 Jan 01 1218 Jan 01 1303 SC -Undev Basin 50 Year Control 1 Volume Drainage (ac Area ft) (sq 11i) 145.72 0.390 59.234 0.160 204.95 0.550 204.67 0.550 63.189 0.180 267.86 0.730 267.11 0.730 22.505 0.064 289.62 0.794 289.29 0.794 12.736 0.036 302.03 0.830 HMS * Summary of Results for Junction-4 Project Reatta Subdivision Run Na•e Run 5 Start of Run End of Run Execution Time Computed Results 01Jan01 0000 02Jan01 0000 240ct03 1445 Basin Model Met. Model Control Specs SC • Undev Basin 50 Year Control 1 Peak Outflow 919.94 (cfs) Date/Ti•e of Peak Outflow 01 Jan 01 1303 Total Outflow 6.82 (in) //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 5/ 50 YEAR UNDEVELOPED HYDROGRAPH 1000-....-----.....,.-----------------. 900 800 700 . 600 "' ID II--500 0 "-/ ~ Q 400 LL 300 200 100 . o~~_...~--...-m:::::=---.---.---T-----.---..,....---J 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 5 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na11e Run 6 Start of Run End of Run Execution Time 01Jan01 0000 Basin Model SC -Undev Basin 02Jan01 0000 Met. Model 100 Year 240ct03 1446 Control Specs Control 1 Hydro logic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq •i) Subbasin-1 452.40 01 Jan 01 1410 168.77 0.390 Subbasin-2 334.76 01 Jan 01 1252 68.812 0.160 Junction-1 613.37 01 Jan 01 1318 237.58 0.550 Reach-1 613.37 01 Jan 01 1323 237.26 0.550 Subbasin-3 411.29 01 Jan 01 1242 73.814 0.180 Junction-2 927 .10 01 Jan 01 1255 311.07 0.730 Reach-2 927 .10 01 Jan 01 1305 310.23 0.730 Subbasin-4 157.72 01 Jan 01 1237 26.288 0.064 Junction-3 1037.5 01 Jan 01 1300 336.52 0.794 Reach-3 1037.5 01 Jan 01 1304 336.15 0.794 Subbasin-5 127.95 01 Jan 01 1218 14.875 0.036 Junction-4 1070.0 01 Jan 01 1302 351.02 0.830 HMS * Summary of Results for Junction-4 Project Reatta Subdivision Run Na•e Run 6 Start of Run 01Jan01 0000 Basin Model SC • Undev Basin End of Run 02Jan01 0000 Met. Model 100 Year Execution Time 240ct03 1446 Control Specs Control 1 Co•puted Results Peak Outflow 1070.0 (cfs) Date/Ti•e of Peak Outflow 01 Jan 01 1302 Total Outflow 7.93 (in) "' <D //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 6/ 100 YEAR UNDEVELOPED HYDROGRAPH 1200-------------------------. 1000 800 r I 0 600 ~ .Q LL 400 200 ·04----P--.....-=-----.---..----....----.---...-----1 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21 :00 24:00 I 01Jan2001 -JUNCTION-4 RUN 6 FLOW HEC-HMS Project: Reatta Subdivision Basin Model: SC -Dev. Junction-1 Reach-1 Junction-2 Reach-2 Junction-3 Reach-3 Junction-4 HMS * Summary of Results Project Reatta Subdivision Run Na•e : Run 8 Start of Run End of Run Execution Time 01Jan01 0000 Basin Model SC -Dev. Basin 02Jan01 0000 Met. Model 5 Year 240ct03 1446 Control Specs Control 1 Hydrologic Discharge Time of Volume Drainage Ele•ent Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 212.45 01 Jan 01 1414 78.374 0.390 Subbasin-2 154.01 01 Jan 01 1253 31.374 0.160 Junction-1 282 .27 01 Jan 01 1321 109.75 0.550 Reach-1 282.27 01 Jan 01 1326 109.58 0.550 Subbasin-3 198.27 01 Jan 01 1243 35.425 0.180 Junction-2 430.19 01 Jan 01 1257 145.00 0.730 Reach-2 430.19 01 Jan 01 1307 144.55 0.730 Subbasin-4 150.14 01 Jan 01 1213 14.866 0.064 Junction-3 452 .89 01 Jan 01 1304 159.42 0.794 Reach-3 452.89 01 Jan 01 1308 159.23 0.794 Subbasin-5 64.598 01 Jan 01 1223 8.3342 0.036 Junction-4 473.26 01 Jan 01 1305 167.56 0.830 HMS * Su•mary of Results for Junction-4 Project Reatta Subdivision Start of Run 01Jan01 0000 Basin Model End of Run 02Jan01 0000 Met. Model Run Name Run 8 SC -Dev. Basin 5 Year Execution Time 240ct03 1446 Control Specs Control 1 Computed Results Peak Outflow 473.2& (cfs) Date/Time of Peak Outflow 01 Jan 01 1305 Total Outflow 3.79 (in) "' (J) 400 350 300 //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 8/ 5 YEAR DEVELOPED HYDROGRAPH + -+- 0 250 ~ Q 200 - LL 150 100 50 o ~--~----,...--ie::::::::;:__~--~~....-~--.-~~--~~ 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 8 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na11e : Run 9 Start of Run End of Run Execution Ti•e 01Jan01 0000 Basin Model SC • Dev. Basin 02Jan01 0000 Met. Model 10 Year 240ct03 1447 Control Specs Control 1 Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 271. 78 01 Jan 01 1413 100.41 0.390 Subbasin-2 198.61 01 Jan 01 1253 40.461 0.160 Junction-1 363.78 01 Jan 01 1319 140.87 0.550 Reach-1 363.78 01 Jan 01 1324 140.66 0.550 Subbasin-3 255.60 01 Jan 01 1242 45.678 0.180 Junction-2 556.38 01 Jan 01 1256 186.33 0.730 Reach-2 556.38 01 Jan 01 1306 185.79 0.730 Subbasin-4 187.66 01 Jan 01 1213 18.725 0.064 Junction-3 584.72 01 Jan 01 1303 204.51 0.794 Reach-3 584.72 01 Jan 01 1307 204.27 0.794 Subbasin-5 80.855 01 Jan 01 1223 10.499 0.036 Junction-4 610.30 01 Jan 01 1305 214.77 0.830 HMS * SuMmary of Results for Junction-4 Project Reatta Subdivision Start of Run 01Jan01 0000 Basin Model End of Run 02Jan01 0000 Met. Model Run Name Run 9 SC -Dev. Basin 10 Year Execution Time 240ct03 1447 Control Specs Control 1 Co11puted Results Peak Outflow 610.30 (cfs) Date/Time of Peak Outflow 01 Jan 01 1305 Total Outflow 4.85 (in) //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 9/ 10 YEAR DEVELOPED HYDROGRAPH 700 600 500 400 L "' (J) \i.-0 l...J ~ 300 Q LL 200 100 o -1-~_... ____ ..._-==~l--~-.-~~....--~__,..~~-.-~--1 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 9 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na•e : Run 10 Start of Run End of Run Execution Ti111e 01Jan01 0000 Basin Model SC -Dev. Basin 02Jan01 0000 Met. Model 25 Year 240ct03 1447 Control Specs Control 1 Hydro logic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq 11i) Subbasin-1 341.78 01 Jan 01 1412 126.68 0.390 Subbasin-2 251.34 01 Jan 01 1252 51.338 0.160 Junction-1 460.32 01 Jan 01 1319 178.02 0.550 Reach-1 460.32 01 Jan 01 1324 177. 77 0.550 Subbasin-3 323.34 01 Jan 01 1242 57.948 0.180 Junction-2 705.94 01 Jan 01 1255 235.72 0.730 Reach-2 705.94 01 Jan 01 1305 235.05 0.730 Subbasin-4 231.47 01 Jan 01 1212 23.292 0.064 Junction-3 740.92 01 Jan 01 1303 258.34 0.794 Reach-3 740.92 01 Jan 01 1307 258.05 0.794 Subbasin-5 99.836 01 Jan 01 1222 13.061 0.036 Junction-4 772.64 01 Jan 01 1304 271.11 0.830 HMS * Sum•ary of Results for Junction-4 Project Reatta Subdivision Run Name Run 10 Start of Run End of Run Execution Time Computed Results 01Jan01 0000 Basin Model 02Jan01 0000 Met. Model 240ct03 1447 Control Specs SC -Dev. Basin 2S Year Control Peak Outflow 772.64 (cfs) Date/Ti•e of Peak Outflow 01 Jan 01 1304 Total Outflow 6.12 (in) r'\ (l) 700 600 500 0 400 ~ ~ 300 200 100 //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 10/ 25 YEAR DEVELOPED HYDROGRAPH o -+-~-.----.....-~=--.--~--~~---~--~~--!.-~--' 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21 :00 24:00 I 01Jan2001 -JUNCTION-4 RUN 10 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na•e : Run 11 Start of Run End of Run Execution Time 01Jan01 0000 02Jan01 0000 240ct03 1447 Hydro logic Discharge Element Peak {cfs) Subbasin-1 392.02 01 Subbasin-2 289.22 01 Junction-1 529.78 01 Reach-1 529.78 01 Subbasin-3 371.97 01 Junction-2 813.65 01 Reach-2 813.65 01 Subbasin-4 262.68 01 Junction-3 853.28 01 Reach-3 853.28 01 Subbasin-5 113.36 01 Junction-4 889.40 01 Basin Model Met. Model Control Specs Time of Peak Jan 01 1411 Jan 01 1252 Jan 01 1318 Jan 01 1323 Jan 01 1242 Jan 01 1255 Jan 01 1305 Jan 01 1212 Jan 01 1302 Jan 01 1306 Jan 01 1222 Jan 01 1304 SC -Dev. Basin 50 Year Control 1 Volu•e Drainage {ac Area ft) {sq mi) 145.72 0.390 59.234 0.160 204.95 0.550 204 .67 0.550 66.856 0.180 271.52 0.730 270.77 0.730 26.582 0.064 297.36 0.794 297.03 0.794 14.907 0.036 311.94 0.830 HMS * Su•mary of Results for Junction-4 Project Reatta Subdivision Run Na•e Run 11 Start of Run 01Jan01 0000 Basin Model SC • Dev. Basin End of Run 02Jan01 0000 Met. Model 50 Year Execution Time 240ct03 1447 Control Specs Control 1 Computed Results Peak Outflow 889.40 (cfs) Date/Time of Peak Outflow 01 Jan 01 1304 Total Outflow 7.05 (in) //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 11 / 50 YEAR DEVELOPED HYDROGRAPH 900----------------------... 800 700 600 ""' 500 (J) 11--0 \,,../ ~ 400 .Q LL 300 200 100 ---+ .. I o +-----r----lll!fl!=~-r----r---"T------.----.-----1 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21 :00 24:00 I 01Jan2001 -JUNCTION-4 RUN 11 FLOW HMS * Summary of Results Project Reatta Subdivision Run Na•e : Run 12 Start of Run End of Run Execution Time 01Jan01 0000 Basin Model SC -Dev. Basin 02Jan01 0000 Met. Model 100 Year 240ct03 1448 Control Specs Control 1 Hydro logic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 452.40 01 Jan 01 1410 168.77 0.390 Subbasin-2 334.76 01 Jan 01 1252 68.812 0.160 Junction-1 613.37 01 Jan 01 1318 237.58 0.550 Reach-1 613.37 01 Jan 01 1323 237.26 0.550 Subbasin-3 430.41 01 Jan 01 1242 77.660 0.180 Junction-2 943.30 01 Jan 01 1255 314.92 0.730 Reach-2 943.30 01 Jan 01 1305 314 .07 0.730 Subbasin-4 300.00 01 Jan 01 1212 30.552 0.064 Junction-3 988.63 01 Jan 01 1302 344.62 0.794 Reach-3 988.63 01 Jan 01 1306 344.25 0.794 Subbasin-5 129.54 01 Jan 01 1222 17.134 0.036 Junction-4 1029.9 01 Jan 01 1304 361.39 0.830 HMS * Summary of Results for Junction-4 Project Reatta Subdivision Run Name Run 12 Start of Run 01Jan01 0000 Basin Model SC -Dev. Basin End of Run 02Jan01 0000 Met. Model 100 Year Execution Time 240ct03 1448 Control Specs Control 1 Co•puted Results Peak Outflow 1029.9 (cfs) Date/Ti•e of Peak Outflow 01 Jan 01 1304 Total Outflow 8.16 (in) ,.....,_ (J) //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 12/ 100 YEAR DEVELOPED HYDROGRAPH 1200......------------------------. 1000 800 0 600 400 t 200 o -+-~--f-----~==---.---r---.---~--..:-.-----1 24:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 24:00 I 01Jan2001 -JUNCTION-4 RUN 12 FLOW "" (J) 500 450 400 350 300 ~ 250 0 ~ 200 LL 150 100 50 //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 2/ 5 YEAR DESIGN STORM HYDROGRAPH UNDEVELOPED vs DEVELOPED UNDEVELOPED HYDRO-CURVE o-b=~~~~-r-~--r-~.--~_J 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 01Jan2001 -JUNCTION-4 RUN 2 FLOW -JUNCTION-4 RUN 8 FLOW r'\. (J) ~ 0 '-/ ~ .Q LL //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 3/ 10 YEAR DESIGN STORM HYDROGRAPH UNDEVELOPED vs DEVELOPED 700-.--------------------...,....----. 600 500 400 DEVELOPED HYDRO-CURVE 300 200 UNDEVELOPED HYDRO-CURVE 100 o-t---r---...---r-----.-----.---.-----------1 09:00 10:00 11 :00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 01Jan2001 -JUNCTION-4 RUN 3 FLOW -JUNCTION-4 RUN 9 FLOW //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 4/ 25 YEAR DESIGN STORM HYDROGRAPH UNDEVELOPED vs DEVELOPED goo-----~------------------ 800 700 600 I'"\ 500 (J) 11-0 '-../ 400 ~ .Q LL 300 200 100 +-----+ - I + + + DEVELOPED HYDRO-CURVE UNDEVELOPED HYDRO-CURVE + +- 0---------..---..----------.---.------------1 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 01Jan2001 -JUNCTION-4 RUN 4 FLOW -JUNCTION-4 RUN 10 FLOW r'\. (J) 1000 900 800 700 600 II-500 0 ~ _Q 400 LL 300 - 200 100 //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 5/ 50 YEAR DESIGN STORM HYDROGRAPH UNDEVELOPED vs DEVELOPED UNDEVELOPED HYDRO-CURVE o-;-.---.-.----..~.---..--.---.-.----.-.---....--.---.--.---.-.--~ 09:00 10:00 11 :00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 01Jan2001 -JUNCTION-4 RUN 5 FLOW -JUNCTION-4 RUN 11 FLOW ,,...... (J) Ii-0 '-/ ~ _Q LL 1200 1000 800 600 - 400 200 //JUNCTION-4/FLOW/31 DEC2000/1 MIN/RUN 6/ 100 YEAR DESIGN STORM HYDROGRAPH UNDEVELOPED vs DEVELOPED 1 UNDEVELOPED HYDRO-CURVE -+ o-+-~-.-~--..~~.....-~-.--~-+-~---.~~.....-~---~-1 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 01Jan2001 -JUNCTION-4 RUN 6 FLOW -JUNCTION-4 RUN 12 FLOW Drainage Report for October 2003 Estates at Spring Creek Development, Sections 1, 2, & 3 ATTACHMENT #6 STORM SEWER SYSTEM LAYOUT, PROFILES, & SUPPORT DATA REATTA MEADOWS SUBDIVISION, SECTION 1 (4 SHEETS) STORM SEWER 'A' & 'C' DESIGN STORM EVENTS 2 Year Storm Event-Storm Sewer 'A' & 'C' Line Line Invert HGL HGL Curb Capacity Vel No. ID Up Dn Up Length Full Ave (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Al Inlet Box #20 43.00 Cir 1 0.013 283.11 284.73 287.11 287.26 5.00 106.18 4.27 2 A2 Inlet Box #19 41.41 36 Cir 0.010 285.53 286.24 288.53 288.29 1000 113.42 6.95 3 A3 f Inlet Box #18 15.33 30 CJ!:J 0.010 287.61 291.79 290.11 293.10 10.00 94.81 4.51 4 A4 Junct. Box #1 7.05 18 Cir 0.010 292.89 294.61 294.39 295.62 17.56 4.77 5 A5 Inlet Box #17 7.05 18 Cir 0.010 294.71 306.3~ 296.21 307.37 10.00 19.63 4.77 6 Cl Junct. Box #2 16.20 30 Cir 0.010 287.61 290.74 290.11 292.09 54.06 4.66 7 C2 Junct. Box #3 16.20 30 Cir I 0.010 290.84 291.01 293.34 , 293.39 26.22 3.33 >----- 8 C3 Inlet Box #14 16.20 30 Cir 0.010 291.11 294.65 293.61 296.00 10.00 68.53 4.66 9 C4 Inlet Box #16 14.38 30 Cir 0.010 294.75 294.83 297.25 297.27 10.00 25.46 2.94 10 C5 Inlet Box #15 6.36 18 Cir 0.010 295.83 302.14 297.48 303.10 10.00 16.09 4.45 5 Year Storm Event -Storm Sewer 'A' & 'C' Line Line Inlet Flow Line Line n-value Invert Invert HGL HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe Dn Up Dn Up Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Al Inlet Box #20 53.63 48 Cir 0.013 283.11 284.73 287.11 287.37 5.00 106.18 5.19 2 A2 Inlet Box #19 51.64 36 Cir 0.010 285.53 286.24 288.53 288.53 10.00 113.42 8.11 3 A3 Inlet Box #18 19.06 J. 30 Cir 1 0.010 287.61 291.79 290.39 293.25 10.00 94.81 5.15 4 A4 Junct. Box #1 8.77 18 Cir 0.010 292.89 294.61 294.39 295.74 17.56 5.55 5 A5 Inlet Box #17 8.77 18 Cir 0.010 294.71 306.36 296.21 307.49 10.00 19.63 5.55 6 Cl Junct. Box #2 20.20 30 Cir 0.010 287.61 290.74 290.39 292.24 54.06 5.34 7 C2 Junct. Box #3 20.20 30 Cir 0.010 290.84 291.01 293.34 293.43 26.22 4.14 ___, ~ --< 8 C3 Inlet Box #14 20.20 30 Cir 0.010 29111 294.65 293.66 296.15 10.00 68.53 5.34 9 C4 Inlet Box #16 17.68 30 Cir 0.010 294.75 294.83 297.25 297.281 10.00 25.46 3.61 10 C5 Inlet Box #15 7.92 18 Cir 0.010 295.83 302.14 297.59 303.21 10.00 16.09 5.17 10 Year Storm Event -Storm Sewer 'A' & 'C' Line Line Inlet Flow Line Line n-value Invert 11 Invert HGL HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe Dn Up Dn Up Length Full Ave .. ., ....... .. ·--.......... ~ (cfs) (in) (ft) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Al ~t Box#20 60.39 48 Cir 0.013 283.11 284.73 287.11 287.45 5.00 106.18 5.72 2 A2 Inlet Box #19 58.17 36 Cir 0.010 285.53 286.24 288.53 288.67 10.00 113.42 8.86 3 A3 ] 1nlet Box #18 21.40 30 Cir 1 0.010 ' 287.61 291.79 j 290.77 293.34 10.00 94.81 J 5.54 4 A4 Junct. Box #1 9.84 18 Cir 0.010 292.89 294.61 294.39 295.81 .... 17.56 6.04 5 A5 Inlet Box #17 9.84 18 Cir 0.010 294.71 306.36 J 296.21 307.56 10.00 19.63 T 6.04 6 Cl Junct. Box #2 22.76 30 Cir 0.010 287.61 290.74 290.77 292.33 .... 54.06 5.76 7 C2 J Junct. Box #3 22.76 30 Cir 0.010 290.84 291.01 293.34 293.46 .... 26.22 4.65 8 C3 Inlet Box #14 22.76 30 Cir 0.010 291.11 294.65 293.74 296.24 1000 68.53 5.76 9 C4 Inlet Box #16 19.64 30 Cir 0.010 294.75 294.83 297.35 297.40 10.00 25.46 4.00 10 C5 Inlet Box #15 8.91 18 Cir 0.010 295.83 302.14 297.77 303.28 10.00 16.09 5.61 I ---+-I l I l I - l i I l [ I - --- I 25 Year Storm Event-Storm Sewer 'A' & 'C' Line Line Inlet Flow Line Line n-value Invert Invert HGL HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe On Up On Up Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Al Inlet Box #20 69.01 48 Cir 0.013 283.11 284.73 287.11 287.58 5.00 106.18 6.34 2 A2 Inlet Box #19 66.46 36 Cir 0.010 285.53 286.24 288.53 288.85 10.00 113.42 9.79 3 A3 Inlet Box #18 24.37 l 30 Cir LQ.010 287.61 291.79 291.27 293.44 10.00 94.81 16.03 -4 A4 Junct. Box #1 11.18 18 Cir 0.010 292.89 294.61 294.39 295.89 17.56 6.64 5 A5 Inlet Box #17 11.18 18 Cir 0.010 294.71 306.36 296.23 307.64 10.00 19.63 6.64 6 Cl Junct. Box #2 26.03 30 Cir 0.010 287.61 290.74 291.27 292.45 54.06 6.30 7 C2 Junct. Box #3 26.03 30 Cir 0.010 290.84 291.01 293.34 293.50 26.22 5.30 8 C3 Inlet Box #14 26.03 30 Cir 0.010 291.11 294.65 293.88 296.36 10.00 68.53 6.30 9 C4 Inlet Box #16 21.99 30 Cir 0.010 294.75 294.83 297.60 297.66 10.00 25.46 4.48 10 C5 Inlet Box #15 10.19 18 Cir 0.010 295.83 302.14 298.13 303.36 10.00 16.09 6.20 50 Year Storm Event-Storm Sewer 'A' & 'C' 11 Line ~--"• I Invert I HGL 11 HGL Line Inlet Flow Line Line n-value Invert Curb I' Capacity Vel No. ID ID Rate Size Type Pipe On Up On Up Length Full Ave --I! ccts) -(in) (ft) Ii (ft) (ft) (ft) (ft) If (cfs) (ft/s) 1 Al Inlet Box #20 77.87 48 Cir 0.013 I 283.11 284.73 1 287.11 1 287.75 ~00 106.18 I 6.92 1~ 2 A2 Inlet Box #19 75.00 36 Cir 0.010 285.53 286.24 288.53 288.96 10.00 113.42 10.87 ,~~Inlet Box #18127.31 30 Cir 1 0.010 \ 287.61 291.79 291.85 293.54 1 10.00 I I 94.81 .i_..§.51 4 A4 Junct. Box #1 12.39 18 Cir 0.010 292.89 294.61 294.39 295.94 .... 17.56 7.24 Cir r 0.010 1 294.71 1 306.36 ~296.33 I -5 I A5 j Inlet Box #17 1 12.39 1 18 307.69 10.00 I 19.63 7.24 6 Cl Junct. Box #2 29.47 30 Cir 0.010 287.61 290.74 291.85 292.56 .... 54.06 6.85 _u C2 I Junct. Box #3 29.47 r 30 I Cir I 0.010 I 290.84 291.01 1 293.34 I 293.51 T .... 26.22 6.00 ----- 8 C3 Inlet Box #14 29.47 30 Cir 0.010 291.11 294.65 293.99 296.46 1000 68.53 6.86 9 I C4 ] Inlet Box #l§} 24.36 --30 Cir 0.010 294.75 , 294.~ 297.86 1297.93! 10.00 25.46 I 4.96 10 C5 Inlet Box #15 11.52 18 Cir 0.010 295.83 302.14 298.50 303.44 10.00 16.09 6.81 ,.. I ·----- r --- --- I ! -·--- ' ~ ·-~ ---! - I \ r--- 100 Year Storm Event -Storm Sewer 'A' & 'C' •. I~ --• l~~rt---II ·-Line Line Inlet Flow Line Line n-value Invert HGL HGL 1 Curb Capacity Vel No. ID ID Rate Size Type Pipe Dn Up Dn Up I! Length I Full Ave ... ,_ -!i - (cfs) (in) (ft) (ft) (ft) II (ft) (ft) I (cfs) (ft/s) 1 Al Inlet Box #20 81.16 48 Cir 0.013 283.11 1 284.73 1 287.11 J287.82 5.00 106.18 7.12 ·---2 A2 Inlet Box #19 78.15 36 Cir 0.010 285.53 286.24 288.53 289.00 10.00 113.42 11.28 3 -r . I 1 -94.81 6.69 A3 1 Inlet Box #181 28.39 J-12.. C~OlO 287.61 291.79 J 292.08 293.57 10.00 --~ 4 A4 Junct. Box #1 12.82 18 Cir 0.010 292.89 294.61 294.39 295.96 .... 17.56 7.46 5 ~ Inlet Box #17T12.82 1 18 Cir I 0.010 I 294.71 , 306.36 I 296.37 I 307.71 1 10.00 I -T 19.63 7.46 6 Cl Junct. Box #2 30.75 30 Cir 0.010 287.61 290.74 292.08 292.95 .... 54.06 6.48 7 J C2 [Junct. Box #3! 30.75 , 30 1 Cir r 0.010 f 29o.84 291.01 1 293.34 [293.57 1 .... 26.22 6.26 8 C3 Inlet Box #14 30.75 30 Cir 0.010 29111 294.65 294.09 296.50 10.00 68.53 7.07 -2._] C4 J Inlet Box #16; 25.20 f 30 Cir 1 0.010 I 294.75 294.83 297.95 1 298.03 r 10.oo I 25.46 I 5.13 10 C5 Inlet Box #15 12 02 18 Cir 0.010 295.83 302.14 298.64 303.46 10.00 16.09 7.06 ---t -T r-I I I '---- f ! l I --~·--- I I ,_ I - ,_ ~ - STORM SEWER 'B' & 'D. E. F. G' DESIGN STORM EVENTS 2 Year Stonn Event-Storm Sewer 'B' & 'D, E, F, G' Line Line Inlet Flow Line Line n-value Invert Invert HGL HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe Dn Up Dn Up Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Bl Inlet Box #21 77.71 60 Cir 0.013 285.11 285.26 290.11 290.15 5.00 146.32 3.97 2 B2 Inlet Box #22 76.67 60 Cir 0.013 285.36 285.50 290.36 290.39 10.00 147.94 3.92 3 B3 Junct. Box #4 69.6?.J 60 Cir 0.013 J 285.74 286.99 290.74 290.741 249.13 I 3.98 4 B4 Inlet Box #13 69.84 60 Cir 0.013 287.79 287.87 292.79 292.80 5.00 159.80 3.56 5 B5 [ Inlet Box #12 62.82 60 Cir 0.013 287.97 288.08 293.10 293.121 15.00 151.95 [ 3.20 6 B6 Inlet Box #9 49.73 54 Cir 0.013 288.67 291.47 293.20 293.49 5.00 196.95 5.15 7 B7 Inlet Box #8 48.92 54 Cir ~.013 292.07 292.15 296.57 296.59 15.00 98.55 3.08 8 B8 Junct. Box #5 38.37 48 Cir 0.013 292.54 293.37 296.66 296.83 78.88 3.19 9 B9 Inlet Box #5 31.36 36 Cir 0.010 295.44 295.80 298.44 298.48 10.00 66.51 4.57 10 BlO Junct. Box #6 21.79 36 Cir 0.010 295.90 296.56 298.99 299.01 69.32 3.30 11 Bll Junct. Box #7 16.43 36 Cir 0.010 296.66 297.17 299.66 299.71 43.60 2.45 12 B12 Junct. Box #8 16.69 30 Cir 0.010 297.65 298.68 300.15 300.05 54.38 4.74 13 B13 Inlet Box #3 16.96 [ 30 Cir 0.010 298.78 299.03 22.! . .2~ 301.37 5.00 26.40 l 3.51 14 B14 Junct. Box #9 6.43 24 Cir 0.010 300.17 302.98 302.17 303.88 44.26 3.38 15 Bl5 Inlet Box #2 6.49 18 Cir 0.010 303.08 303.18 304.58 304.67 5.00 6.76 I 3.67 16 Bl6 Inlet Box #1 5.76 18 Cir 0.010 303.28 303.37 304.90 304.96 5.00 7.02 3.26 17 Dl Inlet Box #23 7.73 24 Cir 0.010 300.67 302.11 302.67 303.09 10.00 29.22 3.74 18 Gl Commercial 1 7.32 24 Cir 0.010 297.55 299.53 299.55 300.49 5.00 33.05 3.63 19 Fl Inlet Box #4 6.55 18 Cir 0.010 297.30 297.66 298.99 299.05 5.00 14.13 3.77 20 El Inlet Box #7 9.60 24 Cir 0.010 296.21 296.41 298.21 298.22 5.00 25.02 3.13 21 E2 Inlet Box #6 8.13 I 18 Cir 0.010 296.91 297.26 298.46 298.46 10.00 14.~ 4.98 22 Hl Junct. Box #10 6.97 24 Cir 0.010 291.17 293.36 293.17 294.29 .... 22.90 3.53 23 I H2 Inlet Box #11 7.04 j 18 Cir J 0.010 293.86 294.76 I 295.36 I 295.~ 5.00 15.46 l 4.77 24 H3 Inlet Box #10 6.98 18 Cir 0.010 294.76 294.90 296.30 296.38 10.00 8.85 3.96 25 D2 Inlet Box #24 0.63 18 Cir 0.010 300.01 300.67 301.66 301.66 1 5.00 20.08 0.43 5 Year Storm Event. Storm Sewer '8' & '0, E, F, G' Line Line Inlet Flow Line Line n-value Invert Invert HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe On Up On Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Bl Inlet Box #21 101.78 60 Cir 0.013 285.11 285.26 290.11 290.18 5.00 146.32 5.19 2 B2 Inlet Box #22 100.34 60 Cir 0.013 285.36 285.50 290.47 290.50 1000 147.94 5.11 3 B3 Junct. Box #4 90.94 60 Cir 0.013 I 285.74 286.99 290.74 290.74 249.13 5.19 4 B4 Inlet Box #13 91.11 60 Cir 0.013 287.79 287.87 292.79 292.82 5.00 159.80 4.65 5 B5 Inlet Box #12 81.89 60 Cir 0.013 287.97 288.081 293.32 293.35 15.00 151.95 4.17 6 B6 Inlet Box #9 64.39 54 Cir 0.013 288.67 291.47 293.49 293.77 5.00 196.95 5.96 7 B7 ~Box#8 63.28 54 Cir 0.013 292.07 292.15 296.57 296.60 15.00 98.5~ 3.98 ,___ 8 B8 Junct. Box #5 49.24 48 Cir 0.013 292.54 293.37 296.72 297.01 78.88 4.01 9 B9 Inlet Box #5 40.19 36 Cir 0.010 T 295.44 295.80 298.44 298.51 1 10.00 66.51 5.83 10 BlO Junct. Box #6 27.84 36 Cir 0.010 295.90 296.56 299.35 299.44 69.32 3.97 11 Bll Junct. Box #7 20.80 36 Cir 0.010 296.66 297.17 299.69 299.78 43.60 3.07 12 B12 Junct. Box #8 21 .06 30 Cir 0.010 297.65 298.68 300.15 300.21 54.38 5.48 13 B131 Inlet Box #3 21.34 30 i..-fir 0.010 298.78 299.03 301.28 301.42 5.00 26.40 4.38 14 814 Junct. Box #9 8.03 24 Cir 0.010 300.17 302.98 302.17 303.98 44.26 3.82 15 B15 Inlet Box #2 8.08 18 Cir 0.010 303.08 303.18 304.58 304.68 5.00 6.76 4.57 16 816 Inlet Box #1 7.15 18 Cir 0.010 303.28 303.37 305.04 305.13 5.00 702 4.05 17 01 Inlet Box #23 9.65 24 Cir 0.010 300.67 302.11 302.67 303.21 10.00 29.22 4.26 18 Gl Commercial 1 9.12 24 Cir 0.010 297.55 299.53 299.69 300.60 5.00 33.05 4.12 19 Fl Inlet Box #4 8.16 18 Cir 0.010 297.30 297.66 299.35 299.47Ll.00 14.13 4.62 20 El Inlet Box #7 11.95 24 Cir 0.010 296.21 296.41 298.21 298.23 5.00 25.02 3.89 21 E2 Inlet Box #6 10.11 18 Cir 0.010 296.91 297.26 298.60 298.76 10.00 14.20 5.72 22 Hl Junct. Box #10 8.72 24 Cir 0.010 291.17 293.36 293.32 294.41 22.90 4.01 23 H2 Inlet Box #11 8.79 18 Cir 0.010 293.86 294.76 1 295.36 295.89 I 5.oo 15.46 5.56 24 H3 Inlet Box #10 8.68 18 Cir 0.010 294.76 294.90 296.54 296.67 10.00 8.85 4.91 25 02 Inlet Box #24 0.78 18 Cir 0.010 300.01 300.67 301.88 301.88 5.00 20.08 0.48 __).,.. 10 Year Storm Event-Storm Sewer 'B' & 'D, E, F, G' Line Line Inlet Flow Line Line n-value Invert Invert HGL HGL Curb Capacity Vet No. ID ID Rate Size Type Pipe Dn Up Dn Up Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Bl Inlet Box #21 117.61 I 60 I Cir _J. 0.013 285.11 285.26 290.11 290.20 5.00 146.32 6.00 2 B2 Inlet Box #22 115.90 60 Cir 0.013 285.36 285.50 290.59 290.68 1000 147.94 5.90 3 B3 l Junct. Box #4 ' 104.88 j 60 Cir J 0.013 .1_85.74 286.99 290.95 291.02 l .... 249.13 I 5.76 4 B4 Inlet Box #13 105.06 60 Cir 0.013 287.79 287.87 292.79 292.82 5.00 159.80 5.36 5 B5 j Inlet Box #12 1 94.39 60 Cir 0.013_ 287.97 I 288.08 1 293.49 293.53 I 15.oo 151.95 4.81 6 B6 Inlet Box #9 73.94 54 Cir 0.013 288.67 291.47 293.71 293.94 5.00 196.95 6.47 7 B7 Inlet Box #8 72.63 ~ Cir 0.013 292.07 292.15 296.57 ~96.61 l 15.oo 98.55 4.57 ---- 8 B8 Junct. Box #5 56.29 48 Cir 0.013 292.54 293.37 296.77 297.16 .... 78.88 4.53 9 B9 Inlet Box #5 45.91 I 36 Cir 0.010 I 295.44 295.801 298.44 J 298.54 I 10.00 66.51 6.64 10 BlO Junct. Box #6 31.75 36 Cir 0.010 295.90 296.56 299.61 299.75 69.32 4.49 11 I Bll , Junct. Box #7 23.62 36 Cir I 0.010 296.66 291 .17 r 30Q.07 300.17 .... .J 43.60 3.34 --12 B12 Junct. Box #8 23.87 30 Cir 0010 297.65 298.68 300.30 300.31 54.38 5.95 13 B13 1 Inlet Box #3 I 24.14 30 Cir 0.010 298.78 299.03 301.28 301.47! 5.00 26.40 4.93 14 B14 Junct. Box #9 9.02 24 Cir 0.010 300.17 302.98 302.17 304.04 44.26 409 0.010 [ 303.08 303.18 r 304.58 ,_ 15 B15 Inlet Box #2 9.07 18 Cir 304.~ 5.00 6.76 5.13 16 Bl6 Inlet Box #1 803 18 Cir 0.010 303.28 303.37 305.21 305.33 5.00 7 02 4.54 17 I D 1 ~et Box #23 L 10.88 24 Cir 0.010 300.67 302.11 1 302.6!.i 303.2tl_10.oo 29.22 I 4.59 18 Gl Commercial 1 10.26 24 Cir 0.010 297.55 299.53 300.07 300.66 5.00 33.05 4.42 19 I Fl lJnlet Box #4 ~ 18 I Cir 0.010 297.30 297.66 299.61 J 299.77 1 5.00 14.13 5.20 20 El Inlet Box #7 13.42 24 Cir 0010 296.21 296.41 298.21 298.24 5.00 25.02 4.37 21 E2 Inlet Box #6 l 11.35 18 Cir I 0.010 296.91 297.26 298.70 298.9u 10.00 14.20 6.42 22 Hl Junct. Box #10 9.84 24 Cir 0.010 291.17 293.36 293.49 294.47 .... 22.90 4.31 23 ~ Inlet Box #11 9.91 18 Cir 0.010 293.86 294.76 295.36 295.96J 5.00 15.46 6.07 24 H3 Inlet Box #10 9.74 18 Cir 0.010 294.76 294.90 296.69 296.86 10.00 8.85 5.51 25 02 Inlet Box #24 0.88 18 Cir 0.010 300.01 300.67 302.04 302.05 l 5.00 20.08 0.51 l _J t 25 Year Storm Event-Storm Sewer '8' & 'D, E, F, G' Line Line Inlet Flow Line Line n-value Invert Invert HGL HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe On Up On Up Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Bl Inlet Box #21 I 137.45 60 Cir 0.013 285.11 285.26 290.11 290.24 5.00 ' 146.32 I 7.oo 2 B2 Inlet Box #22 135.40 60 Cir 0.013 285.36 285.50 290.77 290.89 10.00 147.94 6.90 3 l BIT Junct. Box #4 1122.37] 6o _f!.U_ 0.013 285.741 286.99 1 291-26 1291.47 1 249.13 6.41 4 B4 Inlet Box #13 122.55 60 Cir 0.013 287.79 287.87 292.79 292.83 5.00 159.80 6.25 5 B5 Inlet Box #I2 1110.07L22..._, Cir 0.013 I 287.97 288.08 I 293.75 I 293.80 I 15.00 --:-t 151.95 I 5.61 6 B6 Inlet Box #9 85.95 54 Cir 0.013 288.67 291.47 294.05 294.22 5.00 196.95 6.93 ~ LJ B7 ~tBox#8 84.40 ;5i} Cir , 0.013 1 292_011292_15 1296.s1I 296.63[i5.oo , 98.55 I 5.31 8 B8 Junct. Box #5 65.17 48 Cir 0.013 292.54 293.37 296.85 297.37 78.88 5.19 9 B9 I Inlet Box #5_l53.13 36 1 Cir I 0.010 I 295_44, 295.80 I 298A4 I 298.60 I 10.00 66.51 7.63 10 BlO Junct. Box #6 36.69 36 Cir 0.010 295.90 296.56 300.00 300.18 69.32 5.19 11 1 Bll I Junct_ Box #7lil8 ~I Cir 0.010 I 296.66 1 297.17 300.601300.80 I .... I 43.60 I 3-85 12 Bl2 Junct. Box #8 27.44 30 Cir 0.010 297.65 298.68 300.97 301.23 54.38 5.59 13 I Bl3 1 Inlet Box #3 I 27.71 I 30 LQ!:._J o.010""'298-78 299.03 301-60 i 301.87 r ~-;o 26.40 5.64 14 814 Junct. Box #9 10.32 24 Cir 0.010 300.17 302.98 302.62 304.12 44.26 4.44 15 I B15J -1Q.31I 18 1 ,. ---Inlet Box #2 Cir 1 0.010 J 303.08 1 303.181 304.58 I 304.82 I 5.00 6.76 l 5.87 16 B16 Inlet Box #1 9.17 18 Cir 0.010 303.28 303.37 305.40 305.56 5.00 7.02 5.19 _!Z_l Dl Inlet Box #23 1 12.45 I 24 I Cir 1 omo]3oo.67 302.11J 302filI 303.36 I 10.00 29-22 ~0 18 Gl Commercial 1 11.72 24 Cir 0.010 297.55 299.53 300.60 300.74 5.00 33.05 4.81 19 Fl ~t Box#4 10.51 18 I Cir 1 0.010 ~7.30 l 297.66 j 300.00 1 3002Ql 5.00 14.13 5_95 20 El Inlet Box #7 15.34 24 Cir 0.010 296.21 296.41 298.21 298.25 5.00 25.02 4.98 21 1 E2 } Inlet Box #6 12.96 18 I Cir ] 0.010 1296.9I I 297.26J 298.85[299.1'.ij 10.00 14.20 7.33 ~ 22 HI Junct. Box #10 11.26 24 Cir 0.010 291.17 293.36 293.75 294.55 .... 22.90 4.69 23 H2 I Inlet Box #11 I 11.33 J 18 Cir I 0.010 J 293.86 294.76 1295.36 j 296.05 ~ 15.46 I 6.72 24 H3 Inlet Box #10 11 .12 18 Cir 0.010 294.76 294.90 296.89 297.11 1000 8.85 6.30 25 I 02 Inlet Box #24 I 1.01 18 Cir 0.010 300.01 , 300.67 1 302.62 1 302.62 5.00 20.08 I 0.57 --l. t ~ 50 Year Storm Event-Storm Sewer 'B' & '0, E, F, G' Line Line Inlet Flow Line Line n-value Invert Invert HGL HGL Capacity Vel No. ID ID Rate Size Type Pipe Dn Up Up Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Bl Inlet Box #21 158.40 60 Cir 0.013 285.11 285.26 290.11 290.26 146.32 8.07 2 B2 Inlet Box #22 156.00 60 Cir 0.013 285.36 285.50 290.97 291.12 10.00 147.94 7.95 3 B3 r Junct. Box #4 I 140.83 I GO T~ 0.013 1285.74 1 286.99 I 291.61 [29i.9:fil .... I 249.13 7.17 4 B4 Inlet Box #13 141 .02 60 Cir 0.013 287.79 287.87 292.79 292.85 5.00 159.80 7.18 5 B5 I Inlet Box #12 I 126.62 60 Cir 0.013 j 287.97 j 288.08 l 294.05 I 294.13 I 15.00 151.95 6.45 6 B6 Inlet Box #9 98.61 54 Cir 0.013 288.67 291.47 294.45 294.92 5.00 196.95 6.87 ~__QI_ [Inlet Box #8 I 96.80 ~~ 0.013 I 292.07 1 292.15} 296.57 [ 296.65 I 15.00 98.55 6.09 8 B8 Junct. Box #5 74.53 48 Cir 0.013 292.54 293.37 296.93 297.68 78.88 5.93 9 I B9_llnlet Box #5 I 60.73 j 36 Cir 0.010 1295_44 1 295.so ! 298.441298.70 I l ~.oo 66.51 18.64 10 BlO Junct. Box #6 41.89 36 Cir 0.010 295.90 296.56 300.46 300.70 69.32 5.93 11 j Bll : Junct. Box #7 I 30.94 I 36 ~ 0.010 I 296.66 297.17 1 3oi.24J 301.50 r .... 43.60 4.38 __ ...__ 12 Bl2 Junct. Box #8 31.19 30 Cir 0.010 297.65 298.68 301 .72 302.06 54.38 6.35 13 Bl3 1 Inlet Box #3 1 31.45 1 30 LQ!.J 0.010 I 298.78 1 299.03 302.53 [ 302.891 5.00 26.40 I 6.41 14 Bl4 Junct. Box #9 11.68 24 Cir 0.010 300.17 302.98 303.85 304.19 44.26 4.80 15 I B15f Inlet Box #2 [11.73 -18 r Cir 0.010 1 303.o8[3"Q:3~ 304.59 J 304.89f 5~~o 6.76 6.64 16 Bl6 Inlet Box #1 10.37 18 Cir 0.010 303.28 303.37 305.65 305.84 5.00 7.02 5.87 17 01 I Inlet Box #23 1 14.10 1 24 I Cir 0.010 I 300.67 I 302.11 J 303.85 I 304."181 10.oo , 29.22 14 .49 18 Gl Commercial 1 13.26 24 Cir 0.010 297.55 299.53 301.24 301.53 5.00 33.05 4.22 19 I Fl I Inlet Box #4 11.90 18 Cir 0.010 1 297.30 , 297.66 1 300.46 J 3oo7iT 5.oo 14.13 I 6.73 20 El Inlet Box #7 17.34 24 Cir 0.010 296.21 296.41 298.22 298.29 5.00 25.02 5.59 21 E2 I Inlet Box #6 14.65 I 18 ~ir I 0.010 296.91 297.261 299.04[299.41 flo.oo 1 14.20 -___,..j 8.29 22 Hl Junct. Box #10 12.77 24 Cir 0.010 291.17 293.36 294 05 294.69 22.90 4.90 23 I H2 [ Inlet Box #11 1 12.83 ~ Q!:.....i 0.010 293.861 294.76 I 295.36 J 296.11 I 5.oo 15.46 7.47 24 H3 Inlet Box #10 12.57 18 Cir 0.010 294.76 294.90 297.11 297.40 10.00 8.85 7.12 25 D2 ~Box#24 1 I 1.14 I 18 I Cir f 0.010 I 300.01 300.67 I 303.85 I 303.85 j 5.00 20.08 0.64 l --i 100 Year Storm Event-Storm Sewer 'B' & 'D, E, F, G' Line Line Inlet Flow Line Line n-value Invert Invert HGL Curb Capacity Vel No. ID ID Rate Size Type Pipe On Up On Length Full Ave (cfs) (in) (ft) (ft) (ft) (ft) (cfs) (ft/s) 1 Bl Inlet Box #21 166.10 60 Cir 0.013 285.11 285.26, 290.11 290.26 5.00 146.32 8.46 2 B2 Inlet Box #22 163.56 60 Cir 0.013 285.36 285.50 291.04 291.21 10.00 147.94 8.33 3 B3 Junct. Box #4 147.62 60 Cir 0.013 285.74 286.99 291.75 292.19 249.13 7.52 4 B4 Inlet Box #13 147.81 60 Cir 0.013 287.79 287.87 29307 293.14 5.00 159.80 7.53 5 B5 Inlet Box #12 132.70 60 Cir 0.013 287.97 288.08 294.46 294.54 15.00 151.95 6.76 6 B6 Inlet Box #9 103.26 54 Cir 0.013 288.67 291.47 294.90 295.56 5.00 196.95 6.65 7 B7 Inlet Box #8 101.36 54 Cir 0.013 292.07 292.15 I 296.57 296.65 15.00 9~ 6.37 8 B8 Junct. Box #5 77.97 48 Cir 0.013 292.54 293.37 296.97 297.78 78.88 6.21 9 l B9 J Inlet Box #5 63.53 36 Cir 1 0.010 295.44 295.80 I 298.44 r 298.74 r 10.00 66.51 9.01 10 BlO Junct. Box #6 43.81 36 Cir 0.010 295.90 296.56 300.64 300.91 69.32 6.20 11 Bll Junct. Box #7 32.32 36 Cir 0.010 296.66 297.17 301.50 301.78 43.60 4.57 12 Bl2 Junct. Box #8 32.58 30 Cir 0.010 297.65 298.68 302.03 302.40 54.38 6.64 13 Bl3 I Inlet Box #3 32.84 30 Cir 0.010 298.78 299.03 ' 302.91 303.30f 5.00 26.40 6.69 14 Bl4 Junct. Box #9 12.20 24 Cir 0.010 300.17 302.98 304.34 304.44 44.26 4.43 15 Bl5 Inlet Box #2 12.25 18 Cir 0.010 303.08 303.18 304.73 305.05 5.00 6.76 6.93 16 Bl6 Inlet Box #1 10.82 18 Cir 0.010 303.28 303.37 305.88 306.09 5.00 7.02 6.13 17 01 Inlet Box #23 14.71 24 Cir 0.010 300.67 302.11 304.34 304.71 ._10.00 29.22 4.68 18 Gl Commercial 1 13.84 24 Cir 0.010 297.55 299.53 301.50 301 .85 5.00 33.05 4.41 19 Fl Inlet Box #4 12.42 18 Cir 0.010 I 297.30 297.66 300.64 300.92l2:._00 14.13 7.03 20 El Inlet Box #7 18.11 24 Cir 0.010 296.21 296.41 298.38 298.48 5.00 25.02 5.77 21 E2 Inlet Box #6 15.29 18 Cir 0.010 296.91 297.26 299.26 299.66 10.00 14.20 8.66 22 Hl Junct. Box #10 13.32 24 Cir 0.010 291.17 293.36 294.46 295.12 22.90 4.40 23 H2 Inlet Box #11 1 13.39 18 Cir 0.010 293.86 294.76 295.39 296.13 J...2 00 15.46 7.75 24 H3 Inlet Box #10 13.13 18 Cir 0.010 294.76 294.90 297.20 297.51 10.00 8.85 7.43 25 02 Inlet Box #24 1.19 18 Cir 0.010 300.01 300.67 304.34 304.34 5.00 20.08 0.67