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HomeMy WebLinkAboutDrainage Reportf\LE Drainage Report JVR SHENANDOAH PHASE 9 Location Map NTS JUNE, 2003 Prepared By: McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 · I (979) 693-3838 .~------ CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design for the SHENANDOAH, PHASE 9 project, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. DRAINAGE REPORT SHENANOOAH, PHASE 9 11"~fffl~~ 4Lzs-jo3 Michael R. McClure, P .E. #32740 INTRODUCTION TABLE OF CONTENTS SHENANDOAH, PHASE 9 Drainage Report GENERAL LOCATION AND DESCRIPTION FLOOD HAZARD INFORMATION STORM DRIAN DESIGN CIRTERIA STORM DRAIN FACILITY DESIGN DETENTION CRITERIA SUMMARY EXHIBITS 1 1 1 1 2 3 3 FEMA FLOOD INSURANCE RATE MAP EXCERPT A DRAINAGE AREA MAP -OVERALL DRAINAGE AREA MAP FOR HEC-1 B-1 DRAINAGE AREA MAP -SUBBASINS OF EXHIBIT B-1 B-2 RATIONAL METHOD CALCULATIONS C-1 INLET COMPUTATIONS C-2 PIPE SIZE CALCULATIONS C-3 HEC-1 ANALYSIS PRINTOUT -PRE & POST DEVELOPMENT D-1 DRAINAGE AREA PARAMETERS D-2 10 YEAR & 100 YEAR HGL CALCULATIONS E-1 DRAINAGE REPORT 11 SHENANDOAH, PHASE 9 DRAINAGE REPORT FOR SHENANDOAH, PHASE 9 INTRODUCTION: The purpose of this report is to show the effectiveness of the proposed storm drain system for Phase 9 of the Shenandoah Subdivision. The system was designed using the Drainage Policy and Design Guidelines of the City of College Station. The parameters used for the design of the drainage system are included in this report. GENERAL LOCATION AND DESCRIPTION: The site encompasses about 14.7 acres located in the southern portion of College Station near the intersection of Decatur Drive and Southern Plantation Drive. It is bounded on the north by Southern Plantation Drive, on the west by an existing City of College Station Park, on the east and south by future phases of Shenandoah. The site drains westward to Tributary "C" of Spring Creek located about 275 feet west of Phase 9. The site slopes at an average rate of 2% to the tributary. FLOOD HAZARD INFORMATION: No portion of proposed site is located in the 100-year Flood Haz.ard according to the Flood Insurance Rate Maps prepared by FEMA (Map Number 48041 C0205 C, Effective Date February 9, 2000). An excerpt from that map is shown on Exhibit A. STORM DRAIN DESIGN CRITERIA: The design parameters for the project have been determined as follows: A. Peak Runoff Rates: Rational Method for storm sewer designs B. Design Storm Frequency: Storm Drain System C. Runoff Coefficients: Grass covered and undeveloped areas Residential areas DRAINAGE REPORT SHENANDOAH, PHASE 9 10-year (Post-Dev.) C= 0.40 C= 0.55 Paved areas C= 0.90 D. Rainfall Intensities: Information regarding rainfall intensities was obtained from the Hydraulic Manual compiled by TxDOT (formerly Texas Department of Highways and Public Transportation). E. Minimum Time of Concentration: 10 minutes F. Project design must comply with the City of College Station's Drainage Policy and Design Standards. STORM DRAIN FACILITY DESIGN: Stormwater runoff from the site will be captured in the street gutters and conveyed to the proposed drainage system. The proposed drainage system will convey the runoff through underground storm drains into the detention area located in the existing city park just west of the site. This pond outfalls towards the south boundary line of the site into Tributary "C" of Spring Creek. The following exhibits are provided to show how the storm drain facility was developed. Exhibit B-1 Overall Drainage Area Map for HEC-1 Study Exhibit B-2 Subbasins of the Drainage Area Map (Exhibit B-1) used for pipe and inlet computations Exhibit C-1 Rational Formula Spreadsheet showing calculations from drainage sub basins Exhibit C-2 Exhibit C-3 Exhibit D-1 Exhibit D-2 Exhibit E-1 Exhibit E-2 Inlet Computation Spreadsheet Pipe Size Computation Spreadsheet HEC-1 Study output Drainage Area Parameters 10 year & 100 year Hydraulic Grade Line Calculations Graphical Representations of Hydraulic Grade Lines DRAINAGE REPORT SHENANDOAH, PHASE 9 2 DETENTION CRITERIA: The existing pond located in the city park just west of the site is providing detention for this site. Drainage area 1 as shown in Exhibit D-1 is the drainage area that is being detained by this pond. This drainage includes existing development in Shenandoah, a portion of the future development (phases 12-14), and phase 9. These areas are assumed to be fully developed in the model. The pond consists of an earthen berm and a single 42" RCP outfall. The crest of the berm is set at an elevation of 293.5. In phase 9, drainage areas 1 through 9 drain into this pond and are "over-detained" in order to allow stormwater from drainage areas 10 through 12 to be released downstream of the detention pond. The flows from the pond and from the bypass are combined at Study Point "A". Both the pre-development and post-development conditions were analyzed using HEC-1. The printout for this model is shown in Exhibit D-1. The tabular results are shown below. FLOW SUMMARY AT STUDY POINT "A" Pre-Development Post-Development Pond 1 W.S.E. Qs 129 cfs 124 cfs 291.73 Q10 168 cfs 160 cfs 292.22 Q 25 214 cfs 202 cfs 292.65 Qso 248 cfs 231 cfs 292.94 Q100 288 cfs 266 cfs 293.23 Top of Berm= 293.5 SUMMARY: From the results of the HEC-1 modeling, we conclude that the storm drain system for Shenandoah, Phase 9 and portions of the future Shenandoah phases 12-14 are appropriately designed to limit post-development runoff to pre-development rates or below. As such, it meets the requirements of College Station's Drainage Policy and Design Standards. DRAINAGE REPORT SHENANDOAH, PHASE 9 3 N.T.S. EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041 C0205D Effective Dote: FEBRUARY 9, 2000 < 3: w c 0 0::: w ..J ..J < < fl. < LI. w 0 I-c w 0::: ..J j:: z < z (!) < w z w (.) :s :I: < w ..J > ::E ..J z < W< c w < 0::: I-~ I-cw u; > I-w (!) 0 z 0::: w < 0 >z c I-:::> < 0::: fl. I-o~ NO. AC. 0.4 0.55 0.9 ft. 1 0.29 0.00 0.29 0.00 0.16 11 .0 2 0.67 0.00 0.67 0.00 0.37 84.5 3 0.39 0.00 0.39 0.00 0.21 65.5 4 0.70 0.00 0.70 0.00 0.39 169.0 5 0.00 0.00 0.00 0.00 0.00 1.0 6 1.47 0.00 1.47 0.00 0.81 387.0 7 0.89 0.00 0.89 0.00 0.49 73.7 8 0.83 0.00 0.83 0.00 0.46 60.7 9 1.25 0.00 1.25 0.00 0.69 65.5 10A 1.53 0.00 1.53 0.00 0.84 508.1 108 1.39 0.00 1.39 0.00 0.76 183.4 11 0.37 0.00 0.37 0.00 0.20 71.0 12A 0.15 0.00 0.15 0.00 0.08 71 .0 128 1.22 0.00 1.22 0.00 0.67 58.9 EXHIBIT C-1 Rational Formula Drainage Area Calculations Shenandoah Phase 9 3: 0 3: 3: ..J LI. 0 0 c ..J ..J z LI. LI. ~ :s 0::: :I: 0::: 0 CJ w I-w I-CJ 0::: ..J I-(!) ~ :J 0 I- w ..J I-z ..J cj w >< :::> w :::> < w i; en N II) 0 LI. (!) ..J (!) LI. > (.) :::> N CJ II) CJ ft. ft. ft. ftls min min In/Hr cfs In/Hr cfs 0.2 340.0 4.6 2.2 2.6 10.0 6.33 1.0 7.7 1.2 1.1 146.1 3.2 1.5 2.6 10.0 6.33 2.3 7.7 2.8 0.9 240.9 2.2 1.5 3.4 10.0 6.33 1.4 7.7 1.7 3.5 76.8 0.6 1.2 3.5 10.0 6.33 2.4 7.7 3.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 6.0 10.0 0.1 0.9 7.4 10.0 6.33 5.1 7.7 6.2 0.6 379.5 7.0 1.8 4.3 10.0 6.33 3.1 7.7 3.8 0.7 410.7 7.5 2.0 3.9 10.0 6.33 2.9 7.7 3.5 0.9 636.6 5.7 1.7 7.0 10.0 6.33 4.3 7.7 5.3 9.6 55.2 0.3 1.0 9.4 10.0 6.33 5.3 7.7 6.5 3.3 538.7 6.7 1.7 7.3 10.0 6.33 4.8 7.7 5.9 0.7 174.0 1.2 1.2 3.4 10.0 6.33 1.3 7.7 1.6 0.7 69.6 0.5 1.0 2.4 10.0 6.33 0.5 7.7 0.6 0.6 570.8 7.6 1.9 5.5 10.0 6.33 4.2 7.7 5.2 0 0 .... II) II) N .... CJ N CJ In/Hr cfs In/Hr cfs 8.6 1.4 9.9 1.6 8.6 3.2 9.9 3.6 8.6 1.9 9.9 2.1 8.6 3.3 9.9 3.8 8.6 0.0 9.9 0.0 8.6 7.0 9.9 8.0 8.6 4.2 9.9 4.8 8.6 3.9 9.9 4.5 8.6 5.9 9.9 6.8 8.6 7.3 9.9 8.3 8.6 6.6 9.9 7.5 8.6 1.8 9.9 2.0 8.6 0.7 9.9 0.8 8.6 5.8 9.9 6.6 0 !!? In/Hr 11 .1 11 .1 11 .1 11 .1 11.1 11 .1 11.1 11.1 11 .1 11 .1 11.1 11 .1 11 .1 11 .1 0 0 0 0 II) 0 .... CJ :!:: CJ cfs In/Hr cfs 1.8 12.5 2.0 4.1 12.5 4.6 2.4 12.5 2.7 4.3 12.5 4.8 0.0 12.5 0.0 9.0 12.5 10.1 5.5 12.5 6.1 5.1 12.5 5.7 7.7 12.5 8.6 9.4 12.5 10.5 8.5 12.5 9.6 2.3 12.5 2.5 0.9 12.5 1.0 7.5 12.5 8.4 6/25/2003 0204-dra.xls Exhibit C-1 -= -"O ~ cfs NA 2.0 0.0 2.0 47 0.3% 2 NA 3.2 0.0 3.2 47 0.9% 3 NA 1.9 0.0 1.9 27 0.1% 4 NA 3.3 0.0 3.3 27 0.2% 6 IOA 7.0 0.0 7.0 27 0.8% 7 lOA 4.2 0.0 4.2 27 0.3% 8 lOA 3.9 0.0 3.9 27 0.3% 9 11 5.9 0.0 5.9 27 0.6% lOB NA 6.6 0.0 6.6 27 0.7% 11 NA 1.8 0.0 1.8 27 0.1% 12B NA 5.8 0.0 5.8 27 0.5% EXHIBIT C-2 INLET COMPUTATIONS Shenandoah Phase 9 0 z 1 2.0 2 3.2 3 1.9 4 3.3 6 7.0 7 4.2 8 3.9 9 5.9 10 13 .9 11 1.8 12 6.5 DESCRIPTION Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed In let on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Curb Inlet cfs ft ft 0.62 3.23 5 0.62 5.15 5 0.62 3.00 5 2.33 1.42 5 2.33 2.99 10 0.62 6.84 10 0.62 6.38 10 2.33 2.54 10 2.33 5.94 10 2.33 0.75 5 2.33 2.79 5 0 0.1 0 0 0 0 0 0 0 0 0 Grate Inlet ft cfs sq-ft sq-ft 6/25/2003 0204-dra.xls Exhibit C-2 < 0 E--u z ~ E--~ ~ ~ ~ ~ ~ 0 0 ~ c.J E--E--E-- # # Ac. min 1 2 0.2 10.0 2 4 0.5 10.6 3 4 0.2 10.0 4 5 1.1 10.8 5 6 1.1 12.9 6 8.1 1.9 13.4 7 8 0.5 10.0 8 8.1 0.9 10.2 8.1 9 2.9 13.9 9 HW1 3.6 14.0 108 11 1.6 10.0 11 128 1.8 10.1 128 HW2 2.6 10.4 EXHIBIT C-3 PIPE SIZE CALCULATIONS Shenandoah Phase 9 = .~ = ~ ~ Ci) e ~ ·-~ ~ c.. ~ .. "'O ~ ~ ·-0 ~ ~ ~ --"'O c.. .. 00 ~ ~ = ~ ~ = -~ ._, ~ « -Ci) "'O ~ .:.. ~ 0 ~ ·-= 0 ~ "'O 0 0 0 ~ = --~ ~~ <~ z ~ yr cfs cfs # cfs O/o 10 1.4 1.8 1 1.8 10 4.5 5.9 1 5.9 10 1.9 2.5 1 2.5 10 9.4 12.6 1 12.6 10 8.7 12.6 1 12.6 10 14.7 14.7 1 14.7 10 4.2 5.6 1 5.6 10 8.1 10.8 1 10.8 10 21 .5 21 .5 1 21 .5 10 26.5 26.5 1 26.5 10 13.9 18.4 1 18.4 10 15.6 15.6 1 15.6 10 21 .8 21 .8 1 21.8 *Includes 33% Flow Increase for pipe sizes <27" dia. •• See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) « « ~ c.. ~ 0 e -00 == ~ "'O E--= s = E--~ ~ 0 ~ -·-~ -~ ~ z ... @ 9 c.J ~ = ·.: ~ ~ ~ .. c.J ~ ~ 00 ~ E--E-- " fps ' min min ' ' 0.09 15 1.5 51 0.57 10.57 0.37 18 3.4 38 0.19 10.76 0.17 15 2.0 30 0.25 10.25 0.36 24 4.0 512 2.14 12.90 0.36 24 4.0 119 0.50 13.39 0.26 27 3.7 123 0.55 13.94 0.33 18 3.2 30 0.16 10.16 0.53 21 4.5 57 0.21 10.37 0.55 27 5.4 30 0.09 14.04 0.29 33 4.5 300 1.12 15.16 0.76 24 5.9 30 0.09 10.11 0.29 27 3.9 74 0.32 10.42 0.32 30 4.4 250 0.94 11 .36 * Structures 5 & 8.1 are Junction Boxes 612512003 0204-dra.xls Exhibit C-3 !***************************************** FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE Lahey F77L-EM/32 ver s i on 5.01 Dodson & Associates, Inc. RUN DATE 06/20/03 TIME 07:48:36 ***************************************** EXHIBIT D-1 x x xxxxxxx xxxxx x x x x x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x xxxxxxx xxxxx x xx x x x x xxx U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 4 5 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 HEC-1 INPUT ID ....... 1. ....•. 2 ....... 3 ....... 4 •...•.. 5 .••..•. 6 •..•... 7 .....•. 8 ..••... 9 .•.••. 10 ID TRIB THROUGH PROP. SUBDIVISION IT 3 01Jan01 0000 481 IO 5 0 JP 3 JR PREC 13 . 5 11 9.8 8.8 7.4 6.2 4.5 EVENT 500 100 50 25 10 5 2Yr. Storm KK DAl KM FILE 0204-1. IHl KM Pl Original Conditions No Shenandoah Development KM P2 Current Conditions -Shenandah phase 6 & 7 Built w/ Pond 1 KM P3 Proposed Conditions w/ Prop. Pond 2 south of Pond 1 BA .1119 PB IN 30 01FEB98 0000 PC .0053 . 0108 . 0164 .0223 .0284 .0347 . 0414 .0483 .0555 .0632 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 PC .2042 .2351 .2833 . 6632 .7351 . 7724 . 7989 . 8197 .8380 .8538 PC .8676 .8801 .8914 .9019 .9115 . 9206 . 9291 .9371 .9446 .9519 PC .9588 .9653 .9717 .9777 .9836 . 9892 . 9947 1.000 LS 76 0 UD . 7 KP 2 LS 0 86 46 UD . 61 KP 3 LS 86 46 UD .61 KK PONDl RN KP RS ELEV 284 SV 0 .002 .025 .1 .25 .48 1.003 2.347 3.444 4.782 sv 8.118 10.110 12.299 SE 284 285 286 287 288 289 290 291 291.5 292 SE 293 293. 5 294 SQ 0 10. 53 34.42 43.91 79.42 88 .79 97 .26 105.06 108. 74 133.52 SQ 229. 09 292. 09 774.27 KP RS ELEV 284 sv .002 . 025 .1 .25 .48 1.003 2.347 3. 444 4. 782 SV B.118 10 .110 12. 299 SE 284 285 286 287 288 289 290 291 291. 5 292 SE 293 293.5 294 SQ 0 10.53 34.42 43.91 79.42 88.79 97. 26 105.06 108. 74 133. 52 SQ 229.09 292 . 09 774.27 KK DA 2 BA . 0097 LS 0 76 UD .29 KP 2 LS 0 76 PAGE 51 UD .29 HEC-1 INPUT PAGE LINE ID ....•.. 1. ..•.•. 2 •...•.• 3 ..•.... 4 ....... 5 .....•. 6 ....... 7 .•.•.•. 8 ...•... 9 ...... 10 52 53 54 55 56 57 KP LS UD KK HC zz 3 0 .25 PT.A 2 1 * *. *** ** * *** * * * * * * *** * * *** * * ** * * ** * * * * * * * FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4. 0. lE Lahey F77L-EM/ 32 versi on 5. 01 Dodson & Associates, Inc. RUN DATE 06/20/03 TIME 07: 48: 36 * * * * * ** * * * * * * ** * ** * * ** * * * * * * * * * * * * * **. *** 80 15 TRIB THROUGH PROP. SUBDIVISION 3 IO OUTPUT CONTROL VARIABLES IPRNT PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT IT HYDROGRAPH TIME DATA SCALE NMIN MINUTES IN COMPUTATION ID ATE lJan 1 STARTING DATE ITIME 0000 STARTING TIME INTERVAL NQ 481 NUMBER OF HYDROGRAPH ORDINATES JP JR NDDATE 1 ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL 0. 05 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE MULTI-PLAN OPTION NP LAN MULTI-RATIO OPTION SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT NUMBER OF PLANS RATIOS OF PRECIPITATION 13.50 11.00 9.80 8.80 7.40 6.20 4.50 *************************************** U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 *************************************** PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO l RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7 13. 50 11. 00 9.80 8.80 7.40 6.20 4. 50 HYDROGRAPH AT DAl 0.11 FLOW 352. 272. 234. 202 . 158. 121. 71. TIME 11. 95 11. 95 12.00 12.00 12 .00 12.00 12.00 FLOW 435. 350. 309. 276. 228. 187. 129. TIME 11. 85 11. 85 11. 85 11. 85 11.85 11. 85 11. 85 FLOW 435. 350. 309. 276. 228. 187. 129. TIME 11. 85 11. 85 11. 85 11. 85 11. 85 11. 85 11.85 ROUTED TO PONDl 0.11 FLOW 352 . 272. 234. 202. 158. 121. 71. TIME 11. 95 11. 95 12.00 12 .00 12.00 12.00 12.00 FLOW 380. 257. 223. 195. 155. 120. 100. TIME 12 .10 12.20 12.25 12.25 12.30 12.30 12.20 FLOW 380. 257. 223. 195. 155. 120. 100. TIME 12 .10 12 .20 12.25 12.25 12.30 12.30 12.20 PEAK STAGES IN FEET STAGE 0. 00 0.00 o.oo 0.00 0.00 0. 00 0 .00 TIME 0. 00 0.00 0.00 0.00 0.00 0. 00 0.00 STAGE 293. 59 293.23 292.94 292. 65 292. 22 291.73 290.34 TIME 12 .10 12.20 12.25 12.25 12.30 12.30 12. 20 STAGE 293. 59 293.23 292.94 292.65 292. 22 291. 73 290.34 TIME 12 .10 12. 20 12.25 12.25 12.30 12.30 12. 20 2 HYDROGRAPH AT + DA 2 0.01 FLOW 48. 31. 32. 28. 22. 17. 10. TIME 11.55 11.55 11.55 11.55 11. 60 11. 60 11. 60 FLOW 48. 37. 32. 28. 22. 17. 10. TIME 11.55 11.55 11. 55 11. 55 11.60 11. 60 11.60 FLOW 53. 42. 31. 32. 26. 21. 13. TIME 11.55 11.55 11.55 11.55 11.55 11. 55 11. 55 2 COMBINED AT + PT.A 0 .12 FLOW 373. 288. 248. 214. 168. 129. 76. TIME 11.95 11.95 11. 95 11. 95 11.95 11.95 12.00 FLOW 395. 267. 231. 202. 160. 124. 103. TIME 12.10 12. 20 12. 20 12.20 12 .25 12.30 12.10 FLOW 394. 266. 231. 202. 160. 124. 103. TIME 12.10 12.20 12 .20 12. 20 12.25 12.30 12.10 *** NORMAL END OF HEC-1 *** 3 General AREA AREA AREA HYD # ACRES MlLES LENGTII DA 1 71.63 0.1119 2600 DA 1 71.63 0.1119 3000 DA2 6.18 0.0097 1030 Exhibit D-2 Drainage Area Parameters Original Cond. PLAN 1 Centroid VERT SLOPE CURVE LAG Length DROP FT/FT # HOURS I 32 0.012 76 0.69 I 32 0.011 1 17 0.017 76 0.29 Existing Cond. Prop. Cond. PLAN2 PLAN3 CURVE LAG CURVE LAG # HOURS # HOURS 86 0.61 76 0.29 86 0.61 80 0.25 Exhibit D-2 Drainage Area Parameters 0204-p9-lag .xis Inlets FL FL Begin From To Upper Lower WS Elev 9 out 290.39 269.94 292.69 6.1 9 291 .04 290.69 293.19 6 6.1 291 .63 291 .64 293.36 7 6 292.23 292.06 293.56 6 6.1 292 291.14 293.36 5 6 292.66 292.25 293.63 4 5 294.62 292.76 294.26 3 4 295.52 295.37 296.23 2 4 295.66 295.44 296.23 1 2 296.17 295.92 296.60 Inlets FL FL Begin From To Upper Lower WS Elev 12 out 266.86 267.79 290.35 11 12 269.56 269.13 290.90 10 11 290.05 269.61 291.14 McClure Engineering, Inc. Shenandoah, Phase 9 10 year Hydraulic Grade Line Calculations Normal Starting WS@ Velocity 010 Pipe Dia Length Sf Pipe S Depth WS Elev Upper Hf In 26.5 33 157.5 0.291 % 0.291% 292.14 292.69 292.59 0.46 6.16 21.5 27 30 0.559% 0.559% 292.69 293.19 292.64 0.17 5.64 10.6 21 23.71 0.539% 0.601% 292.62 293.36 293.01 0.13 4.34 5.6 16 30 0.330% 0.500% 293.09 293.56 293.24 0.10 0.00 14.7 27 151.76 0.261% 0.567% 292.49 293.36 293.35 0.40 4.56 12.6 24 119.26 0.360% 0.360% 293.65 293.65 294.26 0.43 4.57 12.6 24 512.24 0.360% 0.360% 294.36 294.36 296.22 1.64 4.67 2.5 15 30 0.174% 0.500% 296.06 296.23 296.21 0.05 0.00 5.9 16 37.67 0.367% 0.564% 296.42 296.42 296.64 0.14 3.27 1.6 15 51 0.090% 0.490% 296.46 296.60 296.73 0.05 0.00 Normal Starting WS@ Velocity 0 10 Pipe Dia Length Sf Pipe S Depth WS Elev Upper Hf In 21.6 30 151.12 0.327% 0.721% 269.29 290.35 290.36 0.49 6.07 15.6 27 71.21 0.294% 0.604% 290.46 290.90 290.91 0.21 6.62 16.4 24 30 0.767% 0.600% 291 .36 291 .36 291 .60 0.23 0.00 Velocity Ending Out Hj WS Elev 5.06 0.05 293.19 6.16 0.02 293.36 6.10 0.07 293.56 4.34 0.07 293.75 5.64 0.05 293.63 4.56 0.00 294.26 4.57 0.00 296.23 3.59 0.05 296.33 4.67 0.04 296.60 3.27 0.04 296.66 Velocity Ending Out Hi WS Elev 7.07 0.05 290.90 6.07 0.04 291.14 6.62 0.16 291 .77 Top Delta Inlet Check 295.21 OK 294.77 OK 295.73 OK 295.73 OK 296.47 OK 297.97 OK 299.21 OK 296.77 OK 299.42 OK 299.42 OK Top Delta Inlet Check 293.53 OK 294.05 OK 294.05 OK 6/23/2003 Exhibit E-1 0204-hgline.xls Shenandoah, Phase 9 100 year Hydraulic Grade Line Calculations Inlets FL FL Beain Normal Starting WSt:!l From To Upper Lower WS Elev 0100 Street Q Pipe Dia Lenoth ROW Sf PiPe S Street S DePth WS Elev Upper 9 out 290.39 289.94 293.23 40.2 13.88 33 157.5 50 0.669% 0.286% 0.069% 292.14 293.23 293.14 8.1 9 291.04 290.89 294.35 32.5 12.11 27 30 50 1.276% 0.500% 0.053% 292.69 294.35 293.29 8 6.1 291.63 291.64 294.75 15.7 2.49 21 23.71 50 1.140% 0.601% 0.002% 293.04 294.75 293.58 7 8 292.23 292.06 295.17 8.2 1.26 18 30 50 0.706% 0.500% 0.001% 293.26 295.17 293.73 6 6.1 292 291.14 294.75 22.1 0.39 27 151.78 50 0.590% 0.567% 0.000% 292.94 294.75 293.66 5 6 292.68 292.25 295.76 18.4 5.75 24 119.28 50 0.767% 0.360% 0.012% 293.65 295.76 294.66 4 5 294.62 292.76 296.70 18.4 5.78 24 512.24 50 0.767% 0.359% 0.012% 294.38 296.70 296.62 3 4 295.52 295.37 299.26 3.6 0.00 15 30 50 0.361% 0.500% 0.000% 296.21 299.26 296.36 2 4 295.66 295.44 299.26 8.7 1.23 18 37.67 50 0.797% 0.58.<\% 0.001% 296.64 299.26 297.16 1 2 296.17 295.92 299.47 2.7 0.00 15 51 50 0.203% 0.490% 0.000% 296.64 299.47 296.89 Inlets FL FL Bea in Normal Startino WS@ From To Upper Lower WS Elev 0100 StreetQ Pioe Dia Lenoth ROW Sf Pioe S Street S Depth WS Elev Upper 12 out 288.88 287.79 290.35 31.7 0.00 30 151.12 50 0.692% 0.721% 0.000% 289.73 290.35 290.82 11 12 289.56 289.13 291.52 22.6 0.19 27 71.21 50 0.617% 0.604% 0.000% 290.93 291.52 291.36 10 11 290.05 289.81 291.98 26.7 7.66 24 30 50 1.616% 0.800% 0.022% 291.41 291.98 292.05 McClure Engineering, Inc. Velocity Velocity Hf In Out 1.05 5.83 5.04 0.36 6.21 5.63 0.27 4.45 6.24 0.21 0.00 4.45 0.90 4.56 6.21 0.92 4.57 4.56 3.93 4.81 4.57 0.11 0.00 3.87 0.30 3.64 4.81 0.10 0.00 3.64 Velocity Velocity Hf In Out 1.05 6.41 7.51 0.44 6.82 6.41 0.46 0.00 6.82 Hi 0.07 0.02 0.15 0.15 0.14 0.00 0.02 0.12 0.06 0.10 Hi 0.12 0.02 0.36 Ending Top WS Elev Inlet 294.35 295.21 294.75 294.77 295.17 295.73 295.54 295.73 295.76 296.47 296.70 297.97 299.26 299.21 298.27 298.77 299.47 299.42 298.92 299.42 Endina fop WS Elev Inlet 291.52 293.53 291.96 294.05 292.82 294.05 6/23/2003 Exhibit E-1 0204-hgline.xls