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24 DP Edelweiss Gartens Subd Ph 9 05-47 Brandenburg
WATER AND SEWER ANALYSIS FO R EDELWEISS GARTENS SUBDIVISION PHASE9 COLLEGE STATION, BRAZOS COUNTY, TEXAS SEPTEMBER 2005 PREPA RED FO R : EDELWEISS GARTENS V ENTURE 311 CECLILA LOOP COLLEGE STATION, TEXAS 7 7845 M BES I #1059-0004 SUBMITTED BY : M c CLURE & BROWNE EN GI NE ERING/SURVEYI NG, I N C. 1008 W oodcreek Drive, Suite 103 • Coll ege Station , T exas 77845 WATER AND SEWER ANALYSIS FOR EDELWEISS GARTENS SUBDIVISION PHASE9 COLLEGE STATION, BRAZOS COUNTY, TEXAS SEPTEMBER 2005 PREPARED FOR: EDEL WEISS GAR TENS VENTURE 311 CECLILA LOOP (.' COLLEGE STATION, TEXAS 77845 MBES I #1059-0004- WATER AND SEWER SYSTEM ANALYSIS FOR EDELWEISS GARTENS, PHASE 9 General Information Area encompassed by this phase: 11.1 acres Anticipated land use: Anticipated number of lots : Single family residential 42 lots Notes on surrounding development: The area surrounding the site is developing with existing phases of Edelweiss Gartens to the north and east, and undeveloped property owned by Edelweiss Gartens Ventures , Ltd. to the south and west. Water System Analysis Primary water supply line: Existing 12" line on Victoria A venue Secondary water supply line : Existing 8" line on Brandenburg Lane and an 8" line on Eagle Avenue that is part of Edelweiss Gartens, Phase 8 . Software .model: Average daily flow: Peaking factor: PIPE2000 (Kentucky Pipe Network Model) 267 gpd (0 .185 gpm) per residential lot 4 .0 Estimated peak domestic demand: 0 .75 gpm per residential lot 1000 gpm Estimated fire demand: Pipe material: PVC (C909) Most Hydraulically Remote Point: Node EG9-5 (See Exhibit A) Re ulated Item s This is determ ined by calculating the lowest pressure under static conditions. Note that the lowest pressure in the model occurs in Phase 8 (EG8-10) 20 I Fire flow conditions 12 Fire flow conditions Max. Pipe Length -6" (ft) 1500 Connected to 8" on both ends Conclusion: Applicable Exhibits: Exhibit A Exhibit B Exhibit C Exhibit D Exhibit E Exhibit F The proposed water system exceeds the requirements of TCEQ and the Cities of Bryan and College Station Schematic Water System Layout City of College Station Fire Flow Test Report 1 City of College Station Fire Flow Test Report 2 City of College Station Fire Flow Test Report 3 PIPE2000 Model Output for Edelweiss Gartens, Ph 9 (static) PIPE2000 Model Output for Edelweiss Gartens, Ph 9 (fire flow) Edelweiss Gartens, Phase 9 MBESI #10590004 Primary outfall line: Software model: Average daily flow: Peaking factor: Pipe Material: Manning's Nvalue: Spreadsheet Notes: Conclusion: Applicable Exhibits: Exhibit G Exhibit H Exhibit I Sewer System Analysis 8" Line on Eagle Avenue Microsoft EXCEL Spreadsheed based on Manning's Equation 267 gpd per residential lot 4 .0 PVC (D3034 and D2241) 0 .013 The spreadsheet in Exhibit H analyzes the entire system for Edelweiss Gartens, Phases 5-12. It computes the anticipated flowrates from each area and the minimum slopes of the lines that serve those areas . It compares the computed slope with either the required minimum slope or the design slope from the plans . If the computed slope is less than the minimum or the design slope, the spreadsheet indicates the line is "OK". All of the lines in the spreadsheet on Exhibit H indicate they are OK and thus meet the design guidelines of the Cities of Bryan and College Station. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. Schematic Sewer System Layout Sewer Model Spreadsheet Copy of Letter to TCEQ Edelweiss Gartens , Phase 9 MBESI #10590004 Exhibit B Fire Flow Test # 1 College Station Utilities Re/i,1JJ/e, Affonli1b/e, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 8 APRIL 2005 Number pages including cover sheet -1 Fax to: 693-2554 Attention: KENT LAZA Company: MCCLURE ENGINEERING From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: 601 HARTFORD Flow hydrant number: S-031 Pitot reading: 80 (GPM): 1500 Static hydrant number: S-066 Static PSI: 99 Residual PSI: 96 .. ..i.:. Exhibit C Fire Flow Test #2 College Station Utilities Reliable .. Aff ord<1ble, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 8 APRIL 2005 Number pages including cover sheet -1 Fax to: 693-2554 Attention: KENT LAZA Company: MCCLURE ENGINEERING From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: 3800 SNOWDANCE Flow hydrant number: S-066 Pi tot reading: 78 (GPM): 1480 Static hydrant number: S-067 Static PSI: 100 Residual PSI: 95 .. < Exhibit D Fire Flow Test #3 114( College Station Utilities ~ Reliable, Aff ordab/e, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 20 APRIL 2005 From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: 122 RUGEN Flow hydrant number: S-069 Pitot reading: 60 (GPM): 1300 Static hydrant number: S-071 Static PSI: 100 Residual PSI : 94 Exhibit E Edelweiss Gartens Phase 9 Static Water Systems Analysis * * * * * * * * * * KYPIPE4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Fri Sep 02 11:44:28 2005 INPUT DATA FILENAME --------------F:\1059-E-1\0004-E-l\WATERM-l\Edelweis.DT2 TABULATED OUTPUT FILENAME --------F:\1059-E-1\0004-E-1\WATERM-1\Edelweis .OT2 POSTPROCESSOR RESULTS FILENAME ---F:\1059-E-1\0004-E-1\WATERM-1\Edelweis.RS2 ************************************************ S U M M A R Y 0 F ORIGINAL DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE PIPELINE DAT A gallons/minute feet psig STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P -1 P -1 0 P-11 P-12 P -13 P-14 P-15 P-16 P -17 P-18 P-19 P-2 P -20 P -21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-3 P -30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-4 P-5 P-6 P -7 P-8 P-9 #1 #2 Vt -1 EG6 -13 EG6-13 EG8-01 EG8 -01 EG8-02 EG8-02 EG6-11 EG6 -11 EG6 -09 EG8-09 Vt-2 Vt-2 EG8-05 EG8 -06 EG8-08 EG6-02 EG8-08 EG6-05 EG6 -01 EG8-10 EG6-05 Vt -3 WV6 -l EG8-03 EG9-01 EG9 -02 EG9-02 EG9-05 EG9-03 EG9-05 EG6-01 Vt -2 EG6-07 EG6 -07 EG6 -08 EG6 -08 Vt-2 EG6-11 EG8 -01 EG8-05 EG8-02 EG8-03 EG8-04 EG6 -08 EG6 -12 EG6-10 EG8-08 Vt -3 WV6 -1 EG8-09 EG8 -05 EG8-07 EG6-03 EG8-06 EG6 -07 EG6 -02 EG8 -09 EG6 -04 Vt -4 WV6 -2 EG9-01 EG9-02 EG9 -03 EG9-04 EG9-04 EG5 -01 EG9 -01 EG6-04 EG6 -01 EG6-06 EG6 -13 Vt -3 EG6 -09 (ft) (in) COEFF. LOSS COEFF. 550.00 387.68 189.17 235.12 384 .07 38 .03 174 .98 225.74 56.29 277 .34 299 .34 525.78 150.00 7 67. 90 79 . 42 110 . 96 348.38 471.52 614.89 57. 93 207 .01 65.14 91.14 60.00 112.41 326.63 151 . 94 229.00 877 .34 170 .00 286 .50 263 .33 22 9 . 7 9 148.29 183.49 27 3. 7 5 71. 94 12.00 140.0000 8 .00 140.0000 8.00 140.0000 8.00 140.0000 8.00 140.0000 6 . 00 14 0 . 0000 8. 00 14 0 . 0000 8.00 140 .0000 6 . 00 140 . 0000 3 . 00 14 0. 0000 8.00 140.0000 12.00 140.0000 8 .00 140 .0000 6. 00 140. 0000 6 . 00 14 0 . 0000 8 .00 140.0000 3 .00 140.0000 6.00 140.0000 6 . 00 140. 0000 6 .00 140.0000 8 .00 140.0000 6 .00 1 40 .0000 12.00 140.0000 6.00 140.0000 8 .00 140.0000 8 .00 140.0000 8 . 00 14 0 . 0000 6.00 140 .0000 6.00 140.0000 8.00 140.0000 6 .00 140 .0000 6.00 140 .0000 8.00 140 .0000 3 .00 140.0000 6.00 140 .0000 8.00 140 .0000 8.00 140.0000 1.10 2.20 2.10 3.20 1.10 0 .00 1.10 2 .10 2.70 0 .00 0.00 1.10 0 .00 4.80 1. 20 2.10 0.00 3.20 2 .20 2 . 70 1. 00 0 .00 0.00 0.00 1. 50 1. 60 1. 20 2 .70 3. 70 1. 60 0.00 1. 20 3.60 0.90 2.30 1. 80 2.70 Exhibit E Edelweiss Gartens Phase 9 Static Water Systems Analysis P U M P/L 0 S S E L E M E N T D A T A THERE IS A DEVICE AT NODE HEAD (ft) 230 .77 227 .31 216 .92 FLOWRATE (gpm) 0.00 650.00 1300.00 THERE IS A DEVICE AT NODE HEAD (ft) 228. 4 6 226 . 73 22 1 .54 FLOWRATE (gpm) 0 .00 750.00 1500 .00 THERE IS A DEVICE AT NODE HEAD (ft) 230.77 227 .88 219.23 END NODE FLOWRATE (gpm) 0.00 740 .00 1480. 00 DAT A EG5-01 DESCRIBED BY THE FOLLOWING DATA: (ID= 1) EFFICIENCY (%) 75.00 75.00 75.00 Vt-1 DESCRIBED BY THE FOLLOWING DATA : (ID= 2 ) EFFICIENCY ( % ) 75 .00 75 .00 75.00 WV6-2 DESCRIBED BY THE FOLLOWING DATA : (ID= 3) EFFICIENCY ( % ) 75.00 75 .00 75 .00 NODE NAME NODE TITLE EXTERNAL DEMAND (gpm) JUNCTION ELEVATION (ft) EXTERNAL GRADE (ft) EG5 -01 EG6-01 EG6 -02 EG6 -03 EG6-04 EG6-05 EG6 -06 EG6 -07 EG6 -08 EG6 -09 EG6 -10 EG6-11 EG6-12 EG6 -13 EG8 -01 EG8-02 EG8-03 EG8-04 EG8-05 EG8-06 EG8 -07 EG8-08 EG8 -09 EG8 -10 EG9 -01 EG9 -02 EG9-03 EG9 -04 EG9-05 Vt -1 Vt -2 Vt-3 Vt -4 WV6 -l WV6-2 Test Hyd 3 Test Hyd 1 Test Hyd 2 2 .25 0.00 11.25 0.00 5 .25 2.25 12.00 0.00 0.00 9.75 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 3 .00 5 .25 0.00 14.25 3 .75 0 .00 0.00 15.00 0 .00 9 .00 8.00 0 .00 0.00 0.00 0 .00 310.00 300.50 301.00 303 .00 302.50 302 .50 307 .00 308.00 308 .00 307 .00 310 .00 310 .00 310 .00 310.00 311. 00 314.00 314 .00 316.00 308 .00 313 .00 316 .00 318.00 322 .00 325 .00 312.00 310.00 310.00 314 . 00 316 .00 299.00 300 .00 304 .00 0.00 297 .00 297 .00 310 .00 299.00 297.00 Exhibit E Edelweiss Gartens Phase 9 Static Water Systems Analysis OUTPUT 0 P T I 0 N DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT SYSTEM C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 37 NUMBER OF END NODES ............... (j) 32 NUMBER OF PRIMARY LOOPS ........... (1) 3 NUMBER OF SUPP LY NODES ............ (f) 3 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 11 TRIALS: ACCURACY 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) PIPELINE R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NUMBERS #1 #2 FLOWRATE HEAD MINOR LINE HL/ LOSS LOSS VELO . 1000 P-1 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-2 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-3 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-4 P-5 P-6 P-7 P-8 P-9 Vt -1 EG6-13 EG6-13 EG8-01 EG8-01 EG8-02 EG8 -02 EG6-11 EG6-11 EG6-09 EG8-09 Vt -2 Vt-2 EG8-05 EG 8-06 EG8-08 EG6-02 EG8-08 EG6-05 EG6-01 EG8-10 EG6-05 Vt -3 WV6 -l EG8-03 EG9-01 EG9 -02 EG9-02 EG9-05 EG9-03 EG9-05 EG6-0l Vt-2 EG6-07 EG6-07 EG 6 -08 EG6-08 Vt -2 EG6-ll EG8-01 EG8 -05 EG8-02 EG8 -03 EG8-04 EG6 -08 EG6 -12 EG6-10 EG8 -08 Vt -3 WV6-1 EG8 -09 EG8-05 EG8 -07 EG6 -03 EG8-06 EG6-07 EG6-02 EG8-09 EG6-04 Vt -4 WV6-2 EG9-01 EG9 -02 EG9-03 EG9-04 EG9-04 EG5 -01 EG9 -01 EG6-04 EG6-01 EG6-06 EG6-13 Vt-3 EG6-09 (gpm) 0.00 22 .59 -42 .75 26 .25 -69 .00 -69.0 0 0 .00 22.59 0 .00 9 . 7 5 4.89 -12.84 0 .00 8.64 -14 .61 0.00 11. 25 -9 .36 -5 .91 11. 25 0.00 0.66 0 .00 0 .00 -69.00 -63 . 92 -101. 00 22.08 -1 3 .08 -101.00 5.08 -0 .66 12.84 2 .25 -20 .16 12 .84 9. 7 5 (ft) (ft) (ft/s ) (ft/ft) 0.00 0.00 0.01 0 .00 0.01 0.00 0 .00 0.00 0 .04 0.00 0 .02 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0 .10 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0 .01 0.00 0 .00 0 .00 0.00 0 .00 0.16 0.00 0.01 0 .00 0.00 0.00 0.00 0 .00 0.00 0 .00 0.00 0 .00 0.00 0.00 0.00 0.00 0.01 0.00 0.03 0.00 0 .03 0.01 0 .01 0.00 0 .02 0.00 0 .04 0 .01 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0.01 0.00 0.00 0.00 0.00 0 .00 0 .00 0.14 0.27 0 .17 0 .44 0. 78 0.00 0.14 0.00 0 .44 0.03 0 .04 0.00 0.10 0 .17 0 .00 0 .51 0.11 0. 07 0 .1 3 0 .00 0 .01 0 .00 0.00 0 . 4 4 0 . 41 0 .64 0 .25 0 .15 0.64 0.06 0.01 0.08 0 .1 0 0 .23 0 .08 0 .06 0 .00 0 .02 0.06 0 .02 0 .12 0. 46 0.00 0.02 0 .00 0.36 0.00 0 .00 0 .00 0 .01 0 .03 0 .00 0. 46 0.01 0 .01 0.03 0.00 0.00 0 .00 0.00 0 .15 0 .11 0.28 0 .07 0.02 0 .29 0.00 0.00 0 .01 0 .02 0 .06 0.01 0 .01 Exhibit E Edelweiss Gartens Phase 9 Static Water Systems Analysis P U M P/L 0 S S E L E M E N T R E S U L T S NAME EG5 -01 FLOWRATE (gpm) 101.00 Device "Vt-1 " is closed Device "WV6 -2 " is closed INLET HEAD (ft) 0 .00 OUTLET HEAD (ft) 230.69 END NODE R E S U L T S NODE NAME EG5-01 EGG -01 EGG -02 EGG-03 EGG -04 EGG -05 EGG-06 EGG -07 EGG -OB EGG-09 EGG -10 EGG -11 EGG-12 EGG -13 EGB -01 EGB-02 EGB-03 EGB-04 EGB -05 EGB -06 EGB -07 EGB -08 EGB -09 EGB -10 EG9 -01 EG9 -02 NODE TITLE Test Hyd 3 EXTERNAL DEMAND (gpm) 2 .25 0 .00 11. 25 0.00 5 .25 2.25 12.00 0.00 0.00 9 .75 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 3 .00 5 .25 0 .00 14.25 3. 75 0.00 0 .00 15.00 PUMP HEAD (ft) 230.7 EFFIC- ENCY ( % ) USEFUL INCREMTL TOTAL #PUMPS #PUMPS POWER COST (Hp) ($) COST PARALLEL SERIES ($) ** ** HYDRAULIC NODE PRESSURE HEAD (ft) NODE PRESSURE (psi) GRADE ELEVATION (ft) (ft ) 540 .69 54 0. 4 5 54 0. 4 5 540 .29 540.45 54 0. 4 5 54 0. 4 5 54 0. 4 6 540.46 54 0. 4 6 540.36 54 0. 4 6 54 0. 4 6 54 0. 4 7 54 0 . 4 8 540.52 540.54 540.52 54 0. 4 7 54 0. 4 7 54 0. 4 6 54 0 . 4 6 54 0. 4 6 54 0 . 4 6 540 .56 540.59 310.00 300 .50 230.69 239.95 99 .96 103.98 301.00 239 .45 103.76 303.00 237 .29 102.83 302.50 237.95 103 .11 302 .50 237 .95 103 .11 307 .00 233.45 101 .16 308 .00 232 .46 100.73 308.00 232.46 100.73 307 .00 233 .46 101.16 310 .00 230 .36 99.82 310 .00 230 .46 99 .87 310 .00 230 .46 99.87 310.00 230.47 99.87 311.00 229.48 99.44 314 .00 226.52 98.16 314.00 226 .54 98.17 316 .00 224 .52 97 .29 308 .00 232.47 100 .74 313 .00 227.47 98.57 316 .00 224.46 97.2 7 318.00 222.46 96 .40 322 .00 218.46 94 .67 325.00 215 .46 93 .37 312.00 228.56 99 .04 310 .00 230.59 99.92 NPSH Avail. (ft) 33.2 EG9 -03 EG9-04 EG9-05 0 .00 9 .00 8 .00 540 .64 540.58 540 .56 310.00 314.00 316 .00 230.64 226.58 224 .56 99 . 94 Phase 9 Lines 98 .18 Vt-1 Vt -2 Vt-3 Vt -4 WVG -1 WVG -2 Test Hyd 1 Test Hyd 2 0 .00 0 .00 0.00 0 .00 540.45 540.45 54 0. 4 5 54 0. 4 5 540 .45 540.45 299 .00 300.00 304.00 297.00 297.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) EG5 -01 NET SYSTEM INFLOW NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 101 .00 101 .00 0 .00 101 .00 NODE TITLE Test Hyd 3 ***** HYDRAULIC ANALYSIS COMPLETED ***** 241. 45 240 .45 236.45 243.45 243.45 97 .3 1 * Lowest Pre ssure i n Phase 9 104 .63 104 .20 102.46 105 .50 105 .50 Exhibit F Edelweiss Gartens Phase 9 Fire Flow Water Sy stem Analysis * * * * * * * * * * KYPIPE4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Fri Sep 02 12 :54:26 2005 INPUT DATA FILENAME --------------F:\1059 -E-1\0004-E-1\WATERM-l\Edelweis.DT2 TABULATED OUTPUT FILENAME --------F:\1059-E-1\0004-E-1\WATERM-1\Edelweis.OT2 POSTPROCESSOR RESULTS FILENAME ---F:\1059-E -1\0004-E-1\WATERM-l\Edelwe i s.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE PIPELINE DAT A gallons/minute feet psig STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P-1 P-10 P-11 P-1 2 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-2 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-3 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-4 P-5 P-6 P-7 P-8 P-9 Ill #2 Vt -1 EG6 -13 EG6-13 EG8-01 EG8-01 EG8-02 EG 8 -02 EG 6 -ll EG6-ll EG6-09 EG8-09 Vt-2 Vt -2 EG8-05 EG8-06 EG8-08 EG6-02 EG8 -08 EG6-05 EG6-01 EG8-10 EG6-05 Vt-3 WV6-l EG8-03 EG9-01 EG9-02 EG9-02 EG9 -05 EG9 -03 EG9-05 EG6-01 Vt-2 EG6-07 EG6-07 EG6 -08 EG6 -08 Vt-2 EG6-ll EG8-01 EG8-05 EG8-02 EG8-03 EG8-04 EG6-08 EG6 -12 EG6 -1 0 EG8-08 Vt-3 WV6 -1 EG8-09 EG8-05 EG8 -07 EG6-03 EG8-06 EG6 -07 EG6-02 EG8-09 EG6-04 Vt-4 WV6-2 EG9 -01 EG9-02 EG9-03 EG9-04 EG9-04 EG5-01 EG9-01 EG6 -04 EG6-01 EG6-06 EG6-13 Vt -3 EG6-09 (ft) (in) COEFF . LOSS COEFF . 550.00 387.68 189.17 235.12 384 .07 38.03 170.78 225 .74 56 .29 277 .34 299 .34 525 .7 8 150 .00 767 .90 7 9. 42 110 .96 348.38 4 71. 52 614. 89 57.93 207 .01 65.14 91.14 60 .00 112 . 41 326.63 151.94 228.82 873 .39 170.00 290. 70 263.33 229 . 79 148.29 183.49 27 3 . 7 5 71. 94 12 .00 140.0000 8.00 140.0000 8. 00 14 0. 0000 8 . 00 14 0 . 0000 8. 00 14 0 . 0000 6. 00 140. 0000 8 . 00 14 0 . 0000 8 .00 140 .0000 6. 00 14 0. 0000 3 .00 140.0000 8 .00 140.0000 12.00 140.0000 8.00 140.0000 6 . 00 14 0 . 0000 6. 00 140. 0000 8 .00 140.0000 3.00 140.0000 6 .00 140 .0000 6.00 140.0000 6.00 140.0000 8.00 140.0000 6.00 140.0000 12 . 00 14 0 . 0000 6. 00 140. 0000 8 .00 140.0000 8.00 140.0000 8.00 140.0000 6.00 140.0000 6 .00 140 .0000 8 . 00 14 0 . 0000 6. 00 14 0. 0000 6 .00 140.0000 8 .00 140 .0000 3 .00 140 .0000 6. 00 14 0 . 0000 8.00 140.0000 8 .00 140.0000 1.10 2 .20 2 .10 3.20 1.10 0.00 1.10 2 .10 2.70 0 .00 0 .00 1.10 0 .00 4 .80 1. 20 2 .10 0.00 3 .20 2 .20 2. 70 1. 00 0.00 0 .00 0 .00 1. 50 1.60 1. 20 2 .70 3. 70 1. 60 0.00 1.20 3 .60 0.90 2.30 1.80 2 . 70 Exhibit F Edelweiss Gartens Phase 9 Fire Flow Water System Analysis OUTPUT OPTION DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 37 NUMBER OF END NODES ............... (j) 32 NUMBER OF PRIMARY LOOPS ........... (1) 3 NUMBER OF SUPPLY NODES ............ (f) 3 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 7 TRIALS: ACCURACY 0.00007 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) PIPELINE R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E P-1 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-1 8 P-1 9 P-2 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-3 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-4 P-5 P-6 P-7 P-8 P-9 NODE NUMBERS #1 #2 Vt-1 EG6-13 EG6-13 EG8-01 EG8 -01 EG8-02 EG8 -02 EG6-11 EG6-11 EG6 -09 EG8-09 Vt-2 Vt-2 EG8-05 EG8-06 EG8-08 EG6-02 EG8-08 EG6-05 EG6-01 EG8 -10 EG6-05 Vt -3 WV6-1 EG8 -03 EG9-01 EG9-02 EG9-02 EG9 -05 EG9-03 EG9-05 EG6-01 Vt -2 EG6-07 EG6-07 EG6-08 EG6 -08 Vt -2 EG6-11 EG8-01 EG8 -05 EG8-02 EG8 -03 EG8 -04 EG6 -08 EG6-12 EG6 -10 EG8 -08 Vt -3 WV6-1 EG8-09 EG8-05 EG8-07 EG6 -03 EG8-06 EG6-07 EG6-02 EGB-09 EG6 -04 Vt -4 WV6 -2 EG9-01 EG9 -02 EG9-03 EG9-04 EG9-04 EG5-01 EG9-01 EG6 -04 EG6-01 EG6-06 EG6 -13 Vt -3 EG6 -09 FLOWRATE (gpm) 50.57 -122.04 161.76 26.25 135.51 135.51 0 .00 -122 .04 0.00 9 . 75 4 .89 131. 7 9 -153 .94 8 .64 -14.61 0.00 11. 25 -9.36 53.97 11 . 25 0 .00 -59.22 0.00 -153.94 135.51 -537 .52 -896 .49 343 .97 -334.97 -896.49 -673.03 59.22 72 .72 2 .25 39 .72 -131 .79 9. 75 HEAD MINOR LINE HL/ LOSS LOSS VELO . 1000 (ft) (ft) (ft/s) (ft/ft) 0 .00 0.00 0 .13 0. 02 0 .10 0.03 0 .00 0.00 0 .15 0.01 0.06 0 .00 0.00 0 .00 0.07 0.02 0.00 0.00 0.10 0.00 0.00 0.00 0 .03 0.00 0.07 0.00 0.01 0.00 0.00 0 .00 0 .00 0.00 0.16 0 .00 0.01 0.00 0.18 0.01 0.00 0.00 0.00 0 .00 0.02 0.00 0.00 0 .00 0.12 0 .00 0 .04 0 .02 1.65 0 .29 1.98 0.61 2 .05 7.45 2 .21 9 .03 0 .09 0 .03 0 .00 0 .03 0 .10 0 .00 0 .64 0.83 0.81 0.00 0.01 0 .01 0.00 0 .01 0 .02 0.00 0.14 0 .01 0.78 0 .38 1.03 0.73 0.17 0 .02 0.86 0 .43 1. 54 1. 60 0 .00 0.00 0 .78 0.41 0.00 0 .00 0.44 0 .36 0 .03 0.00 0.37 0.06 0 .98 0.50 0.10 0 .01 0 .17 0 .03 0 .00 0.00 0 .51 0 .46 0.11 0.01 0 .61 0.31 0 .1 3 0 .03 0 .00 0 .00 0.67 0 .34 0.00 0.00 1 . 7 5 2 . 02 0 .86 0 .55 3 .43 5.94 5.72 17 .02 3 . 90 11 . 15 Phase 9 Lines 3 .80 9.48 5 .72 17 .79 7 .64 * 31.05 * Highest Velocity in Phase 9 0.67 0. 4 6 0 .10 0 . 45 0 .84 0.06 0.38 0 .18 0 .02 0 .20 0 . 45 0 .01 P U M P/L 0 S S E L E M E N T Exhibit F Edelweiss Gartens Phase 9 Fire Flow Water System Analysis R E S U L T S INLET HEAD (ft) OUTLET HEAD (ft) PUMP EFFIC -USEFUL INC REMT L TOTAL #PUMPS #PUMPS NPSH NAME FLOWRATE (gpm) HEAD ENCY POWER COST COST PARALLEL SERIES Avail. (ft) (%) (Hp) ($) ($) (ft) EG5 -01 Vt -1 WV6-2 896.49 50.57 153.94 0.00 0 .00 0 .00 224.18 228 .4 5 230 .64 END NODE R E S U L T S NODE NAME EG5-01 EG6 -01 EG6-02 EG6 -03 EG6-04 EG6-05 EG6 -06 EG6-07 EG6 -08 EG6 -09 EG6 -10 EG6 -ll EG6-1 2 EG6-13 EG8-01 EG8 -02 EG8 -03 EG8-04 EG8-05 EG8 -06 EG8-07 EG8-08 EG8 -09 EG8 -10 EG9 -01 EG9 -02 NODE TITLE Test Hyd 3 EXTERNAL DEMAND (gpm) 2 .25 0 .00 11 .25 0 .0 0 5 .25 2 .25 1 2 .00 0.00 0 .00 9 . 75 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 3 .00 5.25 0 .00 14 .25 3 . 75 0 .00 0.00 15 .00 224 .2 228 .5 230.6 HYDRAULIC NODE PRESSURE NODE GRADE ELEVATION HEAD PRESSURE (ft) (ft) (ft ) (psi) 534.18 527.41 527 .41 527 .24 527.31 527 .29 527.09 527.10 527.30 527.30 527 .20 527 .20 527.20 527.06 526.92 526.76 ·526.70 526. 7 6 526.91 526. 91 526.91 526.91 526.91 526.91 526.63 528 .57 310 .00 224 .18 300 .50 226 .91 301.00 226.4 1 303.00 224 .24 302.50 224.81 302 .50 224 .79 307 .00 220.0 9 308 .00 219.10 308 .00 219 .30 307 .00 220.30 310.00 217 .20 310 .00 217 .20 310 .00 217 .20 310 .00 217 .06 311.00 215 .92 314 .00 212.76 314 .00 212 .70 316.00 210 . 76 308.00 218.91 31 3.00 213 .91 3 1 6.00 210 .91 318 .00 208.91 322 .00 204 .91 325 .00 201.91 312 .00 214 .63 310 .00 218 .5 7 97 .15 98 .33 98 .11 97.17 97 .4 2 97.41 95.37 94. 94 95 .03 95. 46 94.12 94 .12 94.12 94.06 93.57 92.19 92 .17 91. 33 94.86 92.69 91 .39 90.53 88. 7 9 87. 4 9 93 .01 94.72 ** ** ** ** ** ** 33.2 33 .2 33 .2 EG9-03 EG9-04 EG9-05 0 .00 9 .00 1008.00 531.16 525.89 517 .61 310 .00 314 .00 316 .00 221.16 211.89 201 .61 95. 84 Phase 9 Lines Vt -1 Vt-2 Vt -3 Vt -4 WV6-l WV6 -2 T est Hyd 1 Test Hyd 2 0.00 0.00 0 .00 0 .00 527.45 527.45 527 . 4 2 527 .42 527.52 527 .64 299 .0 0 300 .00 30 4.00 297 .00 297 .00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) EG5 -01 Vt -1 WV6-2 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 896 .49 50 .57 153 .94 1101. 00 0.00 1101. 00 NODE TITLE Test Hyd 3 Test Hyd 1 Test Hyd 2 ***** HYDRAULIC ANALYSIS COMPLETED ***** 228 .45 227 . 4 5 223 .42 230.52 230 .64 91. 82 87.36 ** Lowest Pressure i n Phase 9 99 .00 98 .56 96 .81 99.89 99.95 Line Area of Contributing Land Uses .,., N "' ...; " >, >, >, .,, ]u ]~ ]~ 8 c: ~ From To ~ ... -... -IE ... ::i "::i "::i ·;;i 0 ., ., Q ]'Q ]' Q <>: ]' "' "' "' 267 401 534 801 50 GPDper GPD per GPD per GPD per GPD per MH# MH# Lot Acre Acre Acre Person B "8 8 :z " .<: Ei "8 c5! ~z il 0 i;: 35 GPD per Person GPD Exhibit H Edelweiss Gartens Phases 5 Through 12 Sanitary Sewer Analysis Flow Calculations il i ~ :z Manning .w ~ Average Daily Flows Infiltration Pealcing Peale Inside Friction Size Material ";, (ADF) '.6 s. (10%ADF) Factor Flows Diameter Slope c: ::i ADF o e u 0 "" GPD CFS CFS CFS (in.) Inches % Outfall #1 -Serves Phase 5, the northern half of Phase 6, Westfield Vlllaee Phase 6, future Phases 9 & 12, and 48 Lots from Southern Trace Subdivision AI Bl 48 0 0 0 0 0 12,816 -12,816 0.0198 0.0020 4.00 0.08 10 03034 9.692 0.0005 Bl El 26 0 0 0 0 0 6,942 12,816 19,758 0.0306 0.0031 4.00 0.13 10 D3034 9.692 0.0011 Cl DI 18 0 0 0 0 0 4,806 -4,806 0.0074 0.0007 4.00 0.03 6 fD3034 5.793 0.0010 DI El 24 0 0 0 0 0 6,408 4,806 11,214 0.0174 0.0017 4.00 0.07 6 03034 5.793 0.0055 El Fl 22 0 0 0 0 0 5,874 30,972 36,846 0.0570 0.0057 4.00 0.23 10 03034 9.692 0.0038 Fl GI 71 0 0 0 0 0 18,957 36,846 55,803 0.0863 0.0086 4.00 0.35 12 D3034 11.538 0.0035 GI HI 23 0 0 0 0 0 6,141 55,803 61,944 0.0958 0.0096 4.00 0.39 12 03034 11.538 0.0043 HI 11 21 0 0 0 0 0 5,607 61,944 67,551 0.1045 0.0105 4.00 0.43 12 D3034 11.538 0.0051 II Ml 30 0 0 0 0 0 8,010 67,551 75,561 0.1169 0.0117 4.00 0.48 12 03034 11.538 0.0064 Outfall #2 -Serves southern half of Phase 6, Phase 8, a portion of Westfield Village Phase 5, and Future Phases 7, 10, 11 A2 B2 35 0 0 0 0 0 9,345 9,345 0.0145 0.0014 4.00 0.06 6 D3034 5.793 0.0039 B2 C2 36 0 0 0 0 0 9,612 9,345 18,957 0.0293 0.0029 4.00 0.12 6 p3034 5.793 0.0159 C2 D2 27 0 0 0 0 0 7,209 18,957 26,166 0.0405 0.0040 4.00 0.17 8 b3034 7.754 0.0064 D2 H2 19 0 0 0 0 0 5,073 26,166 31,239 0.0483 0.0048 4.00 0.20 8 .-1>3034 7.754 0.0091 E2 F2 42 0 0 0 0 0 11,214 -11,214 0.0174 0.0017 4.00 0.07 6 D3034 5.793 0.0055 F2 G2 33 0 0 0 0 0 8,811 11,214 20,025 0.0310 0.0031 4.00 0.13 6 D3034 5.793 0.0177 G2 H2 5 0 0 0 0 0 1,335 20,025 21,360 0.0330 0.0033 4.00 0.14 6 03034 5.793 0.0201 H2 l2 0 0 0 0 0 0 -52,599 52,599 0.0814 0.0081 4.00 0.33 8 D3034 7.754 0.0258 12 l2 30 0 0 0 0 0 8,010 -8,010 0.0124 0.0012 4.00 0.05 8 03034 7.754 0.0006 l2 K2 19 0 0 0 0 0 5,073 60,609 65,682 0.1016 0.0102 4.00 0.42 8 D3034 7.754 0.0402 K2 L2 13 0 0 0 0 0 3,471 65,682 69,153 0.1070 0.0107 4.00 0.44 8 03034 7.754 0.0445 L2 Ml 13 0 0 0 0 0 3,471 69,153 72,624 0.1124 0.0112 4.00 0.46 8 D3034 7.754 0.0491 Ml Out 18 0 0 0 0 0 4,806 148,185 152,991 0.2367 0.0237 4.00 0.97 15 03034 14.124 0.0089 The lines noted in red were reduced to 6" lines as reqeusted by the City of College Station. Pipe Calculations Min. Min. Manning Ave. Daily Ave. Daily Friction Design Design Flow Flow Slope Slope Slope Velocity Depth Peale Peale ADF Flows Flows % fps Inches % % 0.30 1.05 0.00 0.0016 0.30 0.30 1.21 0.48 0.0038 0.30 0.80 0.95 0.29 0.0035 0.80 0.80 1.22 0.58 0.0193 0.80 0.30 1.49 0.97 0.0134 0.30 0.25 1.54 1.15 0.0121 0.25 0.25 1.60 1.15 0.0149 0.25 0.25 1.66 1.15 0.0177 0.25 0.25 1.40 1.73 0.0222 0.25 0.80 1.12 0.58 0.0134 0.80 0.80 1.44 0.87 0.0550 0.80 0.40 1.18 1.16 0.0221 0.40 0.40 1.58 1.16 0.0316 0.40 0.80 1.42 0.58 0.0193 0.80 0.80 1.29 0.87 0.0614 0.80 0.80 1.34 0.87 0.0699 0.80 0.40 1.68 1.55 0.0895 0.40 0.40 0.96 0.00 0.0021 0.40 0.40 1.77 1.55 0.1396 0.40 0.40 1.80 1.55 0.1547 0.40 0.40 2.23 1.55 0.1706 0.40 0.15 1.77 2.12 0.0309 0.15 Actual Slope for Pipe Existing Slope or Check Designed Systems % 0.60 OK 0.60 OK 0.80 OK/ 0.80 or{ 0.60 OK 0.55 OK 0.55 OK 0.55 OK 0.30 OK 0.80 OK 0.80 OK 0.40 OK 0.80 OK 1.29 OK 0.60 Check 0.60 Check 0.60 OK 0.67 OK 0.60 OK 0.59 OK 1.00 OK 0.34 OK Peale Flow Velocity \. I \} fps -1.59 1.82 1.37 i.1.80 2.15 2.31 2.41 2.44 2.06 l 1.69 2.10 1.74 2.34 2.14 1.93 1.96 2.45 \ 1.49 2.60 2.63 3.23 2.58 91212005 Exhibit H Peale Flow Depth Inches 1.45 1.45 0.87 1.45 2.42 2.88 2.88 2.88 4.04 1.16 2.03 J 2.33 2.33 1.16 2.03 2.32 3.10 1.16 3.49 3.88 3.10 4.94 HB McCLURE & BROWNE ENGINEERING/SURVEYING, INC. £I September 3, 2005 100 8 W oodcreek Drive, Suite 10 3 •Co ll ege Station, Texas 77845 (979) 69 3-3838 •Fax (979) 693-2554 •Emai l : mcclurebrowne @ verizon .net Mr. Louis C. Herrin , III, P .E. TCEQ-MC 148 Exhibit I Letter to TCEQ P . 0 . Box 13087 Austin, TX 78711-3087 Re : Chapter 317 Summary Transmittal Letter Permittee : City of College Station Permit Number: TPDES 10024-003 Project Name : Edelweiss Gartens , Phase 9 County : Brazos County MBESI #10590004 Dear Mr. Herrin : The purpose of this letter is to provide the TCEQ with the information necessary to comply with the requirements of §317 . l(a)(3)(D) of the TCEQ 's rules titled , Design Criteria for Sewerage Systems . The necessary information includes : 1. Engineering Firm: McClure & Browne Engineering/Surveying, Inc . 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 2 . D esign Engineer: Jeffery L. Robertson, P .E . No.94745 3. Facility Own er : City of College Station, Brazos County, Texas 4 . The plans and specifications which describe the project identified in t his letter are in substantial compliance with all requirements of Chapter 317 . 5. Project D escription: The wastewater improvements that are detailed within this project are located within the City of College Station in Brazos County, Texas, and are designed to connect to the existing wastewater collection system . The project involves the extension of a sewer line into a new phase of this residential subdivision located near the intersection of Victoria Avenue and Graham Road . The project consists of two new gravity wastewater lines and their associated appurtenances . Wastewater from this subdivision will flow to the Carters Creek Wastewater Treatment Plant. The following is a general description of the new collection system : Mr. Louis C. Herrin, ill, P .E . September 3, 2005 Page2 Gravity Wastewater Lines : Pipe Size (in.) 6 6 Number of Services : Existing Residential: 42 Amount/Type of Wastewater Pipe to be Installed Material ASTMD3034, SDR26 PVC ASTMD2241, SDR26 PVC Number of Manholes : 5 Distance between manholes range from 112 LF to Linear Grade(%) Feet Min. Max. 1643 0 .500 1.517 40 0 .800 0.836 497 LF . hey will also provide construction The plans will be reviewed by the City of College Station and t inspection. If you have any questions regarding this project, plea se contact me at (979) 693-3838 . Very truly yours , J/J:.(tp7z/o~ cc : TCEQ Region 9 Office, Wastewater Program City of College Station, Development Services Departme nt - DEVELOPMENT PERMIT PERMIT NO. 05-47 CITY OF COLLEGE STAT ION Plan ning cf D~'4pment Ser11iu1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Gartens Phase 9 10.244 Acres SITE ADDRESS: Brandenburg Lane DRAINAGE BASIN: Lick Creek DATE OF ISSUE: October 17, 2005 VALID FOR 12 MONTHS OWNER: Mr. Steve Arden, Edelweiss Gartens Venture 311 Cecilia Loop College Station, Texas 77845 CONTRACTOR: TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint , oil, solvents, asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Full Development Permit The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Dafe I .-.:-.. I\ CITY OF COLLEGE STAT IO N Plan ning & Development Se1"Vim FOR OFFICE USE ONLY P&Z CASE NO.: cfE"" ,. / 5 ~ DATE SUBMITTED: q/ u..fo~- -FINAL PLAT APPLICATION (Check one) D Minor ($300.00) D Amending ($300 .00) [8J Final ($400.00) D Vacating ($400.00) D Replat ($600.00)* *Includes public hearing fee Is this plat in the ET J? D Yes 0 No The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: ~ Filing Fee (see above) NOTE : Multiple Sheets -$55 .00 per additional sheet NIA Variance Request to Subdivision Regulations -$100 (if applicable) _!.__ Development Permit Application Fee of $200.00 (if applicable). _!.__ Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed) _!.__ Application completed in full. _!.__Copy of original deed restrictions/covenants for replats (if applicable). _!.__ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) _!.__ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). _!.__ Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. _!.__ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. _!.__ Two (2) copies of public infrastructure plans associated with this plat (if applicable). NIA Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). Date of Preapplication Conference: ________________________ _ NAME OF SUBDIVISION EDELWEISS GARTENS PHASE 9 SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) R. Stevenson League . A-54, College Station . Brazos County , Texas APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name · Mr. Steve Arden Edelweiss Gartens Venture Street Address 311 Cecilia Loop City College Station State -----'T"'"""X"--Zip Code -~7~7 __ 8~4~5 __ E-Ma il Address -------------- Phone Number 979-846-8788 Fax Number 979-846-0652 PROPERTY OWNER 'S INFORMATION (ALL owners must be ident ified . Please attach an add itional sheet for multiple owners): Name (Same as above) ARCHITECT OR ENGINEER 'S INFORMATION : Name McClure & Browne Engineering/Surveying , Inc. E-Mail mikem@mcclurebrowne.com Street Address _______________ 1 __ 0"""0"""8_W~o"""o"""d""""cr __ e"""e __ k_D_r __ iv __ e _________ _ City College Station State ____ T.....,X____ Zip Code 77845 PhoneNumber ____ ~9~7~9-~6~9~3~-3~8~3~8 ___ _ Fax Number 979-693-2554 ----~~~~~----- 6/13 /03 I of 6 EDELWEISS GARTENS, PHASE 9 Engineer's O pinion of Probable Construction Costs September 6, 2005 Item# I Description Unit Quantity Unit Price Pavin Construction 1 Mobilization L.S . 1 10 ,000 .00 2 6 11 Lime Stabilized Subgrade S.Y. 10 ,423 3 .25 3 6 11 Crushed Limestone Base S.Y. 3,764 7 .25 4 8" Crushed Limestone Base S.Y. 4,490 8.40 5 2" HMAC Surface Course S.Y. 5,872 6 .75 6 Curb and Gutter (all types) L.F. 4,384 8.50 7 Concrete Pavement S.F. 5,259 3.50 8 Sidewalks S .F . 18 ,066 3 .00 9 HCRamps S .F . 493 5.00 10 Remove/relocate end of road markers L.S . 1 250 .00 Paving Subtotal D' St Ct f rama2e 1ys em ODS rue IOD 11 15" HDPE Pipe, Str. Backfill L.F . 75 29 .00 12 15 11 HDPE Pipe, Non-Str. Backfill L.F. 8 26 .00 13 18 11 HDPE Pipe, Str. Backfill L.F . 274 35 .00 14 24 11 HDPE Pipe, Str. Backfill L.F. 291 40 .00 15 27 11 HDPE Pipe, Str. Backfill L.F. 323 47 .00 16 27 11 HDPE Pipe, Non-Str. Backfill L .F . 36 43 .00 17 3011 HDPE Pipe, Str. Backfill L.F . 124 50 .00 18 30 11 HDPE Pipe, Non-Str. Backfill L.F . 24 47 .00 19 33 11 HDPE Pipe, Str. Backfill L.F . 305 57 .00 20 7'x 3' RCBC, (C850) Str. Backfill L.F . 60 275 .00 21 Standard 10' Inlet EACH 9 2 ,400 .00 22 Standard 5' Inlet EACH 7 1,900.00 23 Headwall for 7'x 3' RCBC EACH 2 3,500 .00 24 30 11 x 45 degree HDPE Bend EACH 2 500 .00 25 Hydromulch Seeding (10 ft beyond curb) S.Y. 3,433 0 .50 26 Concrete Flume S.F . 4,423 3.50 27 Construction Exit EACH 2 1,800 .00 28 Inlet Protection EACH 12 50 .00 29 Silt Fence L.F. 4,080 2 .00 30 Storrnwater Pollution Prevention Plan Lump Sum 1 2 ,000 .00 Drainage System Subtotal Water S stem Construction 31 8 11 PVC, C909 Water Line, Str. Backfill L.F . 1,285 21.00 32 6 11 PVC, C909 Water Line, Str. Backfill L.F. 423 18 .00 33 6 11 PVC, C909 Water Line, Non-Str. Backfill L.F. 1,052 13.00 34 Fire Hydrant Assembly EACH 2 2 ,500 .00 35 8 11 Gate Valve EACH 5 750 .00 36 6 11 Gate Valve EACH 3 600 .00 36 8 11 x 8 11 Tee EACH 1 350 .00 37 8 11 x 6 11 Tee EACH 2 325 .00 38 6 11 x 3 11 Tapped Tee EACH 2 350 .00 39 8 11x 13" Anchor Cou lin EACH 5 175 .00 40 6"x 13 11 Anchor Coupling EACH 3 125 .00 41 8 11 x 22.5 degree bend EACH 6 300 .00 42 8 11 x 11.25 degree bend EACH 2 300 .00 43 6 11 x 45 degree bend EACH 8 200 .00 44 6 11 x 22 .5 de ee bend EACH 2 200 .00 1 of2 Total 10 ,000 33 ,875 27 ,289 37 ,716 39 ,636 37 ,264 18 ,407 54 ,198 2,465 250 $261099 2 ,175 208 9,590 11 ,640 15 ,181 1,548 6 ,200 1,128 17 ,385 16 ,500 21 ,600 13 ,300 7,000 1,000 1,717 15 ,481 3,600 600 8,160 2 ,000 $156 ,012 26 ,985 7,614 13 ,676 5,000 3,750 1,800 350 650 700 875 375 1,800 600 05-47 1,600 q/~/O!r 400 'B'~ 35 1C..ur Item# 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 EDELWEISS GARTENS, PHASE 9 Engineer's Opinion of Probable Construction Costs September 6, 2005 Description Unit Quantity Unit Price 2 11 Blow Off Valve Assembly EACH 3 500.00 Remove existing 8 11 water line L.F. 25 20.00 1.5" Water Service, .:S 20' (avg. length= 5 ft.) EACH 12 550 .00 1.5" Water Service,> 20' (avg. length= 48 ft.) EACH 7 1,000.00 l" Water Service,< 20' (avg. length= 5 ft.) EACH 3 450.00 l" Water Service,> 20' (avg. length= 46 ft.) EACH 1 1,000 .00 Water System Subtotal s s t c t f ewer 1ys em ons rue ron 6" PVC, D-3 034, Str. Backfill L.F. 1,683 33 .00 6" PVC, D-3034, Non-Str. Backfill L .F . 40 20.00 8" PVC, D-3034, Str. Backfill L.F. 319 36.00 8" PVC, D-3034, Non-Str. Backfill L.F. 80 23 .00 8" PVC, D-2241 , Str. Backfill L.F. 40 38 .00 10" PVC Casing, D-2241 , Str. Backfill L.F. 40 40.00 Standard Manhole, 0-8' ft. deep EACH 5 2 ,200.00 Standard Manhole, 8-10' ft. deep EACH 2 2,400 .00 Remove existing sewer stub-out L.F. 10 25 .00 Standard Clean-Out EACH 1 500.00 6" Cap EACH 2 100.00 Connect to Existing MH EACH 1 500.00 4" Sewer Service ~ 20' (avg. length= 4 ft.) EACH 9 450.00 4" Sewer Service > 20' (avg. length = 51 ft.) EACH 14 1,000.00 Trench Safety (sewer) L.F. 1,703 2 .00 Sewer System Subtotal Total Construction Cost 2 of2 Total 1,500 500 6 ,600 7 ,000 1,350 1,000 $84,125 55 ,539 800 11 ,484 1,840 1,520 1,600 11 ,000 4 ,800 250 500 200 500 4,050 14 ,000 3,406 $111 ,489 $612,725 ~· E DELWEI SS GAR TENS, P HASE 9 Engineer 's O pini on of Probable C onstruction C osts (Revised) September 26, 20 05 Item# I Description Unit Quantity Unit Price p . c t f avmg ODS r ue IOD 1 Mobilization L.S . 1 10 ,000 .00 2 6" Lime Stabilized Subgrade (6 % by weight) S.Y. 7 ,476 3.25 3 6" Crushed Limestone Base S .Y. 3,764 7 .2 5 4 7" Crushed Limestone Base S.Y. 2 ,245 8 .40 5 2" HMAC Surface Course (including prime coat) S.Y. 6,009 6.75 6 Concrete Curb and Gutter (all types) L.F. 3,466 8.50 7 6" Reinforced Concrete Pavement S.Y. 249 3 .50 8 4" Reinforced Concrete Sidewalk S.F. 11 ,444 3 .00 9 Colored Sidewalk Ramps S.F . 247 5 .00 Paving Subtotal D' St Ct f ramage 1ys em ODS rue IOD 10 15" N-12 IIDPE Pipe, Str. Backfill L.F. 75 29.00 11 18" N-12 IIDPE Pipe, Str. Backfill L .F . 272 35 .00 12 18" N-12 IIDPE Pipe, Non-Str. Backfill L.F. 8 30 .00 13 24" N-12 IIDPE Pipe, Str. Backfill L.F. 291 40 .00 14 27" N -12 IIDPE Pioe, Str. Backfill L.F. 323 47 .00 15 27 " N-12 IIDPE Pipe, Non-Str. Backfill L.F. 36 43 .00 16 30" N-12 IIDPE Pipe, Str. Backfill L.F. 124 50 .00 17 30" N-12 IIDPE Pipe, Non-Str. Backfill L.F. 24 47 .00 18 33" N-12 IIDPE Pipe, Str. Backfill L.F. 301 57.00 19 7'x 3' RCBC, (C850) Str. Backfill L.F. 60 275.00 20 Standard 10' Inlet EACH 10 2 ,400 .00 21 Standard 5' Inlet EACH 3 1,900 .00 22 Special 5' Inlet EACH 2 2 ,100 .00 23 Headwall for 7'x 3' RCBC EACH 2 3,500 .00 24 30"x 45 degree IIDPE Bend EACH 2 500 .00 25 Plug for 18" IIDPE Pipe EACH 1 125 .00 26 Hydromulch Seeding ( 10 ft beyond curb) S.Y. 4,100 0 .50 27 Hydromulch Seeding (10 ft each side of flume) S.Y. 1,444 0 .50 28 Concrete Flume S.F . 4 ,423 3.50 29 Construction Exit EACH 2 1,8 00 .00 30 Inlet Protection EACH 13 50 .00 31 Silt Fence L.F. 4 ,125 2 .00 32 Stormwater Pollution Prevention Plan Lump Sum 1 2 ,000.00 Drainage System Subtotal 1 of2 Total 10 ,000 24,297 27,289 18 ,858 40 ,561 29 ,461 872 34,3 32 1,235 $186.904 2 ,175 9,520 240 11 ,640 15 ,181 1,548 6 ,200 1,128 17 ,157 16 ,500 24 ,000 5,700 4 ,200 7 ,000 1,000 125 2 ,050 722 15 ,481 3,600 650 8,25 0 2 ,000 $156 067 EDELWEISS GARTENS, PHASE 9 Engineer's Opinion of PrrL -• • ,,... Sept1 (( \ D I ~~ ------,.----------,c. ~'-J r ~ ~ s _I_te_rn_#~l'--~~~~~-D_e_sc_n~·p_tio_n~~~ f. Wated \\ ~ f- Total 33 8" PVC, C909 Cl 200 , Water Line, Str. B \ri' 5.,. "'"'' 27 ,006 34 6" PVC, C909 Cl 200 Water Line, Str. Ba 7 ,614 35 6" PVC, C909 Cl 200Water Line, Non-St ~ 16 ,172 36 Fire Hydrant Assembly jUDJ-5,000 37 8" M .J. Gate Valve 3,750 38 6" M.J. Gate Valve ju/lfr/of 2 ,400 39 8"x 8" M .J. Tee 350 40 8"x 6" M.J. Tee 975 41 8"x 13" M .J. Anchor Coupling 875 42 6"x 13" M .J. Anchor Coupling 625 43 8"x 22 .5 degree M .J. Bend l ,800 44 8"x 11.25 degree M .J. Bend 600 45 6"x 45 degree M .J. Bend EACH 8 200 .00 1,600 46 6"x 22 .5 degree M .J . Bend EACH 6 200 .00 1,200 47 2" Blow Off Valve Assembly EACH 3 500 .00 1,500 48 Remove existing 8" water line L.F. 25 20 .00 500 49 1.5" Water Service ,~ 20' (avg. length= 5 ft.) EACH 12 550 .00 6 ,600 50 1.5" Water Service,> 20' (avg . length = 48 ft.) EACH 7 1,000 .00 7 ,000 51 l" Water Service ,~ 20' (avg. length= 5 ft.) EACH 3 450 .00 1,350 52 l" Water Service,> 20' (avg. lenirth = 46 ft.) EACH 1 1,000 .00 1,000 Water Svstem Subtotal $87 917 s s ewer iystem c t ti ons rue on 53 6" PVC, D-3034 SDR 26, Str. Backfill L.F . 1,061 33 .00 35 ,013 54 6" PVC, D-3034 SDR 26, Non-Str. Backfill L .F . 40 20.00 800 55 6" PVC, D-2241SDR26, Str. Backfill L.F. 611 34 .00 20,774 56 8" PVC, D-2241SDR26, Str. Backfill L.F. 359 37 .00 13 ,283 57 8" PVC, D-2241SDR26, Non-Str. Backfill L.F . 80 24 .00 1,920 58 Standard Manhole, 0-8 .00' ft. deep EACH 6 2 ,200 .00 13 ,200 59 Standard Manhole, 8 .01-10 .00' ft. deep EACH 2 2 ,400 .00 4 ,800 60 Remove existing sewer stub-out L.F. 10 25 .00 250 61 6"PVCCap EACH 2 100 .00 200 62 Connect to Existing Manhole EACH 1 500 .00 500 63 4" Sewer Service ~ 20' (avg. length = 4 ft.) EACH 9 450 .00 4 ,050 64 4" Sewer Service > 20' (avg. length = 51 ft.) EACH 14 1,000 .00 14 ,000 65 Trench Safety (sewer) L .F . 1,174 2.00 2 ,348 Sewer System Subtotal $111.138 Total Construction Cost $542,026 2 of2 FOR EDELWEISS GARTENS SUBDIVISION PHASES 7 THRU 12 COLLEGE STATION, BRAZOS COUNTY, TEXAS MAY2005 P REPARED FOR: EDELWEISS GARTENS VENT EVIEWED FOR 311 C EC LI LA L OOP COMPLIANCE ~J COLLEGE STATION, TEXAS 77 45 JUL 0 8 zoos 'S· '"" COLLEGE STATION {'X MBESI #1059-0003 ENGINEERING SUBM ITTE D BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 • Coll ege Station, Texas 77845 Inlets FL FL Begin Pipe From To Uooer Lower WS Elev 010 Dia 97 98 306.37 305.56 30739 40.06 33 96 97 307.21 306.87 308.45 22 .68 27 95 96 308.22 307.96 308.90 6.84 18 94 96 310.5 307.79 308.90 14 .15 24 93 94 311 .43 311 .25 312.06 3.13 15 92 97 308.55 306.87 308.45 16 .31 27 91 92 309.01 308.65 310.07 15.68 27 90 91 309.44 309 .26 310.40 11 .60 24 89 90 312.58 309.94 310.70 7 .12 18 788 HW78 303.49 303.13 307 39 155.20 48 77 788 307 .28 304.49 308.16 54.67 36 76 77 310.22 307 .38 309.87 54 .07 36 75 76 312.26 310.47 312.11 50.21 33 74 75 314.55 313.48 314 .28 5.04 18 73 74 315.04 314 .8 315.49 2.61 15 72 75 31 4.2 312.36 314 .28 45.24 33 71 72 316.13 314.46 3 16.04 40.64 30 70 71 317.58 317.38 3 18.75 1.28 15 EX HIBIT C-4 HYDRAULIC GRADE LI NE - 1 OYr . Storm Edelweiss Gartens Phase Nine Nonnal Nonna I Deptti Star1ing Deptll Velocity Velocity Le11Q111 SI Pipe S Lower WSElev Upper Hf In Out 107.84 0.664% 0.751% 307.55 307.55 308.36 0.72 7.43 8.14 40 .65 0.622% 0.836% 308.45 308.45 308.79 0.25 6.40 7.43 30 0.833% 0.867% 308.90 308.90 309.16 0.25 0.00 5.65 361 .07 0.767% 0.751% 309.09 309.09 311 .80 2.77 3.85 6.40 34 .16 0.463% 0.527% 312.03 312.06 312.21 0.16 0.00 3.85 278.78 0.321% 0.603% 308.28 308.45 309.96 0.90 7.19 6.11 38.56 0.297% 0.934% 309.89 310.07 310.25 0.11 5.62 7.19 30.04 0.516% 0.599% 310.46 310.46 310.64 0.15 6.23 5.62 241 .73 0.903% 1.092% 310.84 3 10.84 313.48 2.18 0.00 6.23 32 1.348% 1.125% 307.13 307.39 307.49 0.4 3 10.99 12.84 216.17 0.777% 1.291% 306.44 308.16 309.23 1.68 11 .17 10.99 211 .07 0.760% 1.346% 309.26 309.87 312.10 1.61 11 .09 11 .17 125.72 1.043% 1.424% 312.40 312.40 314.19 1.31 10.55 11 .09 37 .36 0.453% 2.864% 314.04 31 4.28 315.11 0.17 4.31 8.17 30.25 0.322% 0.793% 315.39 315.49 315.63 0.10 0.00 4.31 139.29 0.847% 1.321% 314.15 31 4.28 315.99 1.18 10.19 10.55 124 .26 1.137% 1.344% 316.27 316.27 317 .94 1.41 0.00 10.19 41 0.077% 0.488% 317 .85 31 8.75 318.05 0.03 0.00 2.99 Enclng Top Delta HJ WSEJev Inlet Check 0.09 308.45 311 .12 OK 0.11 308.90 3 11.79 OK 0.25 309.40 311 .79 OK 0.20 3 12 .06 314.5 OK 0.12 312.33 31 4.68 OK 0.11 310.07 31 2.8 OK 0.16 310.40 313.32 OK 0.06 310.70 313.43 OK 0.30 3 13.78 316.06 OK 0.34 308.16 310.02 OK 0.03 309.87 312.38 OK 0.01 312.11 315.22 OK 0.09 31428 317.09 OK 0.37 315.49 318.05 OK 0.14 315.78 318.29 OK 0.06 316.04 319.2 OK 0.81 318.75 321 .13 OK 0.D7 318.85 321 .13 OK a Delta Full 2.6706 42 .7 2.8937 26 .4 2.3851 9.1 2.4394 18.2 2.3459 4.4 2.7323 22 .4 2.9162 27.9 2.7345 16.3 2.2791 10.2 1.8570 141 .9 2.5068 70.6 3.1111 72.0 2.8144 58.8 2.5631 16.6 2.5119 5.4 3.1559 56.6 2.3806 44 .3 2.2795 4.2 Main Inlet In 96 94 0 93 0 91 90 89 0 77 76 75 72 73 0 71 0 0 912612005 10590004-cta.x!s Exhibit C-4 lr4ets FL FL 6ecin Pioe From To Uooer Lower WS Elev 0100 Dia LeoolJl 97 98 306.37 305.56 309 27 58.31 33 107.84 96 97 307.21 306.87 310.86 32.96 27 40 .65 90 96 308.22 307 .96 311 .50 9 .92 18 30 94 96 310 .5 307 .79 311 .50 20.53 24 361 .07 93 94 311.43 311.25 314.50 4.55 15 34 .16 92 97 308.55 306.87 310.86 23.70 27 278.78 91 92 309.01 308.65 312.80 22.78 27 38 .56 90 91 309.44 309 .26 313.24 16.85 24 30 .04 89 90 312.58 309.94 313.43 10.33 18 241 .73 786 HW78 303.49 303.13 309 .27 227.48 48 32 77 786 307.28 304.49 310.58 79.69 36 216.17 76 77 310.22 307 .38 312.38 78.77 36 211 .07 75 76 312.26 310.47 315.22 73.12 33 125.72 74 75 314.55 313.48 317 .09 7 .32 18 37 .36 73 74 315.04 314 .8 317.91 3.79 15 30.25 72 75 314 .2 312.36 317 .09 65.85 33 139.29 71 72 316.13 314 .46 319 .20 59.14 30 124.26 70 71 317 .58 317.38 321 .13 1.86 15 41 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm Edelweiss Garte ns Phase Nine Normal Normal Oeoth Startino ----i50citt1 Velocity Velocity Endino TOil Endino Sf PioeS Lower WSElev Uooer Hf In o..rt HI WS Head Inlet WSEJev 1.41% 0 .75% 308.31 309.27 309.12 1.52 7 .54 8.17 0.08 310.86 311 .12 3 10.86 1.31% 0 .84% 309.12 31 0.86 309.46 0.53 6.61 7 .54 0 .10 311 .50 311 .79 311 .50 1.75% 0 .87% 309.46 311 .50 309.72 0 .53 0 .00 5 .86 0 .27 312.29 311 .79 311 .79 1.61% 0 .75% 309.79 311 .50 312.50 5.83 4.05 6.61 0 .21 317.54 314.5 31 4.50 0 .97% 0.53% 312 .28 31 4.50 312.46 0.33 0.00 4.05 0 .13 314 .96 31 4.68 31 4.68 0 .68% 0.60% 308.78 31 0.86 31 0.46 1.89 7 .78 6.40 0 .15 312.91 312.8 312.80 0.63% 0.93% 310.17 312.80 310.53 0.24 5.90 7.78 0 .20 313.24 313.32 313.24 1.09% 0.60% 310.91 313.24 311 .09 0.33 6.58 5.90 0 .07 313.63 313.43 313.43 1.90% 1.09% 311 .14 313.43 313.78 4.60 0.00 6.58 0 .34 3 18.36 316.06 316.06 2 .90% 1.13% 307 .13 309.27 307.49 0.93 11 .35 12.84 0 .28 310.48 310.02 310.58 1.65% 1.29% 307 .49 31 0.58 310.28 3.57 11 .59 11 .35 0 .04 314 .19 312.38 312.38 1.61% 1.35% 310.38 312.38 313.22 3.41 11 .25 11 .59 0 .06 315.85 315.22 315.22 2 .21% 1.42% 313.22 315.22 315.01 2.78 10.84 11 .25 0 .07 318.07 317.09 317.09 0 .95% 2.86% 314 .16 317.09 315.23 0.36 4.72 9.06 0.46 317 .91 31 8.05 317.91 0 .68% 0.79% 315.55 317.91 315.79 0.20 0.00 4.72 0 .17 318 .29 318.29 318.29 1.79% 1.32% 315.11 317.09 316.95 2.50 10.26 10.84 0 .09 319 .68 319.2 319.20 2.41% 1.34% 316.96 319.20 318 .63 2.99 0 .00 10.26 0 .82 323 .01 321 .13 321 .13 0 .16% 0.49"4 317 .94 321 .13 318 .14 0.07 0.00 3.31 0.09 321 .28 321 .13 321.13 Delta Q Street Check Delta Sl.rface Wdth SU-charge 0 .26 9.81 38 &rcharQe 0.29 0.05 27 Surcharoo -0.50 0.00 27 &rcharoo -3.04 0.00 27 Surcharge -0.28 0.00 27 SurcharQe -0.11 0.00 38 &rcharoo 0.08 0.00 27 &rcharoo -0.20 0.00 27 Surcharge -2.30 0.00 27 Surcharge -0.46 10602 38 SurcharQe -1 .81 19.77 38 &rcharoo -0.63 19.82 38 Surcharoo -0.98 23.95 38 Surcharge 0.14 0.00 27 Surcharge 0.00 0.00 27 &rcharoo -0.48 15.29 38 &rcharae -1 .88 16.53 38 Surcharae -0.15 0 .00 38 Street Slooe 060% 0 .60% 074% 074% 109% 060% 060% 1.06% 106% 1.15% 115% 144% 1.44% 1.34% 1.34% 144% 1.44% 1.44% ROW Main Ca oac lty Inlet In 60.07 58.16 64.59 64.59 78 .39 60.07 58.16 77.31 77.31 83.05 83.05 93.06 93.06 86.82 86.82 93.06 93.06 93.06 96 94 0 93 0 91 90 89 0 77 76 75 72 73 0 71 0 0 9/26/2005 10590004-dra.x!s Extlblt C-5 McCLURE & BROWNE ENGINEERING/SURVEYING, INC. September 6, 2005 Mr. Alan Gibbs City of College Station P .O . Box 9960 1008 Woodcreek Drive, Suite 103 •Coll ege Station , Texas 77845 (979) 693 -3838 •Fax (979) 693 -2554 •Email : mcclurebrowne@verizon .net College Station, Texas 77842 Re : Edelweiss Gartens Subdivision, Phase 9 -Drainage Report Dear Alan : During the planning for Edelweiss Gartens Phase 8, a drainage report was prepared that encompassed the entire area of Edelweiss Gartens Phases 7 through 12 . The analysis described in that report determined the detention pond size, outfall sizes, pipe diameters, inlets lengths and other related design information for each of the six phases, including Phase 9 which is now being submitted . Since all of this information was previously submitted, a separate drainage report was not prepared for Phase 9. I urge you to review the previously submitted report and verify this information. Jeff Robertson and I are available to answer questions you have about that report and how it applies to this plan submittal. Sincerely , 1'5t--~ Kent Laza, P .E . Project Administrator OS --~ 1 q) "/o~ 8 .'3Y° w CERTIFICATION Edelweiss Gartens Subdivision, Phases 7-12 Drainage Report MBESI # 1059-0003 I, Jeffery L . Robertson, Registered Professional Engineer No . 94745 , State of Texas , certify that the report for the drainage design of Edelweiss Gartens Subdivision, Phases 7-12, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Date SUMMARY The primary drainage system for Edelweiss Gartens , Phases 7-12 and the secondary drainage system of Phase 8 meet all requirements of the City of College Station's Drainage Policy and Design Standards . They will effectively control the stormwater runoff from the site with no significant adverse impacts to the surrounding or downstream properties . The two systems are designed to integrate with the drainage system for Phases 1-6 . The detention pond that serves Phases 1-6 (Detention Facility #1) is constructed at the confluence of two tributaries of Lick Creek. The detention pond that will serve Phases 7-12 (Detention Facility #2) is upstream of the first pond on one of the tributaries . Since the two ponds work in series , it was necessary to analyze both systems together so that the pond size and outfall structures for Detention Facility #2 could be designed appropriately. For this reason, the analysis and exhibits in this report include references to Phases 1-12 and Phases 1-6 . No changes to the drainage systems in Phases 1-6 or any improvements to Detention Facility #1 are begin proposed. This report is being submitted with the construction plans for Phase 8 of the Edelweiss Gartens , which includes the construction of Detention Facility #2 . This report analyzes Detention Facility #2 and the secondary drainage system in Phase 8 . The information that follows shows the parameters under which the designs were prepared . Specific details are included in the applicable exhibits at the end of the report . The secondary drainage systems in Phases 7, 9, 10, 11, and 12 will be analyzed separately when construction plans for those phases are submitted . GENERAL INFORMATION Area encompassed -Phases 7-12 : Area encompassed -Phase 8: Anticipated land use : Anticipated # of lots -Phases 7-12 : Anticipated # of lots -Phase 8 : Notes on surrounding development: FLOOD HAZARD INFORMATION FEMA FIRM Map #: 48041C0201D 78 .74 acres 17 .73 acres Single family residential 315 lots 46 lots Phase 8 is surrounded by future Phase 7 to the east, future Phase 10 to the south and west and the proposed detention facility #2 to the north. Effective Date: February 9, 2000 Comments : No portion of the site is shown to be within the 100-year floodplain , so it is not currently regulated under the National Flood Insurance Program. Applicable Exhibits : A Excerpt of FEMA FIRM Drainage Report Page 1 of3 Edelweiss Gartens Phases 1-12 DESCRIPTION OF DRAINAGE SYSTEMS Primary System : Secondary System : The site is generally open with scattered trees and vegetation except in lowland areas where trees are more densel y clustered. The topography slopes gently northward toward a defined natural channel that flows into the existing Detention Facility #1. The primary system channel for the area is a tributary of South Fork Lick Creek. Runoff from the residential lots will flow into the streets where it will be captured b y inlets and conveyed through underground pipes to the proposed Detention Facility #2 constructed with Phase 8 . Applicable Exhibits : B-1 Drainage Area Map (Proposed Conditions Storm Drain System -Phases 7-12) Drainage Area Map (HEC-1 , Detention Facility Analysis -Phases 1-12) B -2 SECONDARY STORM DRAIN DESIGN Design Storm : Design Methodology Hydrology: Software Model: Time of Concentration : Runoff Coefficients: Hydraulics : Software Model: Manning 's N: Applicable Exhibits: C-1 C-2 C-3 C-4 C-5 F-1 10-yr Return Period Rational Formula Ex cel Spreadsheet 10 min. 0.40 -Undeveloped area 0 . 5 5 -Residential areas 0 .90 -Paved areas Manning 's Equation Excel Spreadsheet 0 .014 (concrete pipe) Rational Formula Drainage Area Calculations Inlet Computations Pipe Size Calculations Hydraulic Grade Line Calculations (10 yr.) Hydraulic Grade Line Calculations (100 yr .) Hydraulic Grade Line Schematics DETENTION REQUIREMENTS General Note : Design Storm : Plans Analyzed: Design Methodology Hydrology : Software Model: Curve Number, % Impervious Coefficients : Drainage Report Edelweiss Gartens Phases 1-12 Detention Facility # 1 and proposed Detention Facility #2 will work in series to discharge storm water downstream of Edelweiss Gartens Subdivision at Victoria Avenue . The study point is the outfall of Detention Facility #1. 5, 10 , 25 , 50, 100-yr Return Period Plan 1: Existing Conditions (No Subdivision Development) Plan 2 : Current Conditions (Phases 1-6 Developed) Plan 3 : Proposed Conditions (Ultimate Development of all phases) SCS , Type III storm HEC-1 . Natural Conditions Impervious Areas Low Density Residential Medium Density Residential High Density Residential Business/Commercial Industrial 0%Imp 100% Imp 38%Imp 52%Imp 65%Imp 85%Imp 72%Imp CN=75 CN=98 CN=84 CN=87 CN=91 CN=94 CN=92 Page 2 of3 Outlet Controls : Det. Facility #1 Inlet Pipe: 30" RCP at 289 .00 ' Riser Grate #1 : 6 Type AD Grates at 295 .50 ' Riser Grate #2 : 8 Type AD Grates at 299 .00 ' Outlet Barrel: 3 6 'x5 ' RCBC Emergency Spillway: 200 ' wide at 301.30 ' Berm : Elev .= 302 .00 ' Det. Facility #2 Inlet Pipe: 36" RCP at 300 .12 ' Riser Grate #1 : 4 Type AD Grates at 305 .00 ' Outlet Barrel : 5 'x4' RCBC Emergency Spillway: 40 ' wide at 308 .50 ' Berm: Elev .= 309 .81 ' /} \ Plan3 Proposed I Water Surface Conditions i Elevation Storm ~~~~~~--~~~~~----11--~~~~~--~~~~~--1,__~~ 5-ear event 369 cfs I 299 .62 -~~----t--------11--------t---------J--~ -~l .::_O-..Ly.:::ear:::...::e..:.:ven==-t-1-__ :..:....::.--=:::___1-_ _:::_:~~--l--~~~==t==--_:_::443 cfs I 300.23 25-ear event 518 cfs I 300 .86 --~----+------.......... 1--------<--------+--~ 50-ear event 631 cfs 301 .20 --~----t--------11--------t---------J--~ 100-year event 771 cfs I 301.50 ;i of Berm= 302 .00 Table 2 -Detention Facility #2 Plan 1 Plan 2 Plan 3 Storm Existing Current Proposed Water Surface Conditions Conditions Conditions Elevation 137 cfs 138 cfs 173 cfs 306.56 179 cfs 180 cfs 203 cfs 307 .37 230 cfs 231 cfs 234 cfs 308 .37 50-year event 267 cfs 268 cfs 283 cfs 308.90 100-year event 311 cfs 312 cfs 350 cfs 309.31 ~ Top of Berm = 309.81 Applicable Exhibits : B-2 Drainage Area Map (HEC-1 , Detention Facility Analysis-Phase 's 1-12) HEC-1 Analysis D-1 D-2 D-3 D-4 Drainage Area Parameters Stage/Storage/Discharge Table for Detention Facility # 1 Stage/Storage/Discharge Table for Detention Facility #2 EROSION AND SEDIMENTATION CONTROLS Control Measures : SWPPP : Silt fence Hydromulch seeding Inlet protection Construction entrance/exit The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements . c Drainage Report Page 3 of3 Edelweiss Gartens Phases 1-12 D PROJECT SITE NTS EXHIBIT A Flood lnsuronce Rote Mop Excerpt Brazos County, Texas ond Incorporated Areas Mop Numbers : 48041C02010 48041C02050 Effective Dote : Feb 9, 2000 c=i C:::J c::1 CJ c=i c:::J Cl c=i CJ c=I I --1 L__J L__J ·L_.1 < ;: w c 0 c:: w ...J ...J < < c.. < LL. w w 0 i== I-c (!) c:: ...J z < z < w z w (.) :3 i!: < w ...J [;j< ::!: ...J z ~ c w ~ c:: (!) < us cw > Wz c:: 0 zc:: w < 0 >w c I-::::>< c:: c.. I-0...J NO. AC. 0.4 0.55 0.9 ft. 1.0 0.90 0.00 0.90 0.00 0.50 140.0 2.0 0.78 0.00 .0.78 0.00 0.43 136.0 3.0 0.82 0.00 0.82 0.00 0.45 130.0 4.0 1.52 0.00 1.52 0.00 0.84 136.0 5.0 1.40 0.00 1.40 0.00 0.77 130.0 6A 0.19 0.00 0.19 0.00 0.10 25.0 6B 0.42 0.00 0.42 0.00 0.23 118.0 7A 0.10 0.00 0.10 0.00 0.06 12.0 7B 0.14 0.00 0.14 0.00 0.08 12.0 10.0 1.67 0.00 1.67 0.00 0.92 163.0 11.0 0.31 0.00 0.31 0.00 0.17 12.0 12.0 0.37 0.00 0.37 0.00 0.20 57.0 13.0 0.81 0.00 0.81 0.00 0.45 67.0 14.0 0.00 0.00 0.00 0.00 0.00 1.0 15.0 0.63 0.00 0.63 0.00 0.35 59.0 16.0 0.26 0.00 0.26 0.00 0.14 39.7 17.0 0.59 0.00 0.59 0.00 0.32 26.0 18.0 0.00 0.00 0.00 0.00 0.00 1.0 19.0 1.27 0.00 1.27 0.00 0.70 351.0 20.0 1.99 0.00 1.99 0.00 1.09 148.0 21.0 0.10 0.00 0.10 0.00 0.06 24.0 22.0 1.32 0.00 1.32 0.00 0.73 164.0 23.0 0.00 0.00 0.00 0.00 0.00 1.0 24.0 0.00 0.00 0.00 0.00 0.00 1.0 25.0 0.00 0.00 0.00 0.00 0.00 1.0 26.0 2.00 0.00 2.00 0.00 1.10 242.0 27.0 1.23 0.00 1.23 0.00 0.68 296.0 30.0 1.44 0.00 1.44 0.00 0.79 171.0 31.0 0.58 0.00 0.58 0.00 0.32 67.0 32.0 1.12 0.00 1.12 0.00 0.62 71.0 33.0 0.60 0.00 0.60 0.00 0.33 76.0 34.0 0.57 0.00 0.57 0.00 0.31 68.0 35.0 0.94 0.00 0.94 0.00 0.52 66.8 36.0 0.50 0.00 0.50 0.00 0.28 72.0 37.0 0.38 0.00 0.38 0.00 0.21 52.0 38.0 0.73 0.00 0:73 0.00 0.40 61.0 39.0 0.50 0.00 0.50 0.00 0.28 70.0 40.0 0.40 0.00 0.40 0.00 0.22 58.0 41.0 0.76 0.00 0.76 0.00 0.42 76.0 42.0 0.00 0.00 0.00 0.00 0.00 1.0 I -------------------EXHIBIT C-1 Rational Formula Drainage Area Calculations Edelweiss Gartens Phase Seven Through Twelve ;: 0 ;: ;: ...J LL. 0 0 c ...J ...J z LL. LL. ~ :3 c:: :c: c:: u u w I-w I-u c:: ...J ~ (!) ~...J 0 I-u w ...J :::>z ::::> ...J ...J w >< w "iii U) N Ill Ou. (!) ~ (!) ~ > (.) ::::> !::! 0 !!! 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 255.0 3.0 1.4 4.7 10.0 6.33 3.1 7.7 3.8 1.4 221.0 1.3 1.1 5.6 10.0 6.33 2.7 7.7 3.3 1.3 221.0 1.3 1.1 5.5 10.0 6.33 2.9 7.7 3.5 1.4 434.0 5.5 1.5 6.5 10.0 6.33 5.3 7.7 6.4 1.3 434.0 5.5 1.5 6.3 10.0 6.33 4.9 7.7 5.9 0.3 160.0 1.3 1.5 2.1 10.0 6.33 0.7 7.7 0.8 1.2 72.0 0.6 0.9 3.5 10.0 6.33 1.5 7.7 1.8 0.1 171.0 1.4 1.6 1.9 10.0 6.33 0.3 7.7 0.4 0.1 200.0 1.6 1.6 2.2 10.0 6.33 0.5 7.7 0.6 3.0 349.0 4.5 1.6 5.4 10.0 6.33 5.8 7.7 7.1 0.1 444.0 4.0 1.8 4.2 10.0 6.33 1.1 7.7 1.3 0.6 165.0 4.5 1.7 2.2 10.0 6.33 1.3 7.7 1.6 1.0 188.0 5.0 1.9 2.3 10.0 6.33 2.8 7.7 3.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.6 210.0 5.0 1.8 2.5 10.0 6.33 2.2 7.7 2.7 0.4 184.0 5.0 2.0 1.9 10.0 6.33 0.9 7.7 1.1 0.3 287.4 6.0 2.3 2.3 10.0 6.33 2.1 7.7 2.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 10.0 102.0 2.0 1.4 5.5 10.0 6.33 4.4 7.7 5.4 1.5 540.0 14.0 1.8 6.3 10.0 6.33 6.9 7.7 8.4 0.2 100.0 2.0 1.8 1.2 10.0 6.33 0.3 7.7 0.4 6.0 110.0 2.0 1.7 2.7 10.0 6.33 4.6 7.7 5.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 8.0 347.0 6.0 1.8 5.4 10.0 6.33 7.0 7.7 8.5 6.0 155.0 2.0 1.2 6.1 10.0 6.33 4.3 7.7 5.2 3.0 376.0 8.0 1.7 5.2 10.0 6.33 5.0 7.7 6.1 0.7 293.0 6.0 1.8 3.3 10.0 6.33 2.0 7.7 2.5 2.0 297.0 7.0 2.3 2.6 10.0 6.33 3.9 7.7 4.7 2.0 289.0 8.0 2.4 2.6 10.0 6.33 2.1 7.7 2.5 0.7 299.0 8.0 1.9 3.1 10.0 6.33 2.0 7.7 2.4 2.0 296.0 8.0 2.5 2.4 10.0 6.33 3.3 7.7 4.0 2.0 306.0 8.0 2.4 2.6 10.0 6.33 1.7 7.7 2.1 0.5 121.0 4.0 1.6 1.8 10.0 6.33 1.3 7.7 1.6 2.0 117.0 3.0 2.1 1.4 10.0 6.33 2.5 7.7 3.1 2.0 123.0 2.0 1.8 1.8 10.0 6.33 1.7 7.7 2.1 0.6 188.0 4.0 1.7 2.5 10.0 6.33 1.4 7.7 1.7 2.0 191.0 3.0 1.9 2.4 10.0 6.33 2.6 7.7 3.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0 0 ... ::: 0 In/Hr cfs 8.6 4.3 8.6 3.7 8.6 3.9 8.6 7.2 8.6 6.6 8.6 0.9 8.6 2.0 8.6 0.5 8.6 0.7 8.6 7.9 8.6 1.5 8.6 1.8 8.6 3.8 8.6 0.0 8.6 3.0 8.6 1.2 8.6 2.8 8.6 0.0 8.6 6.0 8.6 9.5 8.6 0.5 8.6 6.3 8.6 0.0 8.6 0.0 8.6 0.0 8.6 9,5 8.6 5.8 8.6 6.8 8.6 2.8 8.6 5.3 8.6 2.8 8.6 2.7 8.6 4.5 8.6 2.4 8.6 1.8 8.6 3.5 8.6 2.4 8.6 1.9 8.6 3.6 8.6 0.0 L-1i L-9 Ill 0 Ill N 0 Ill N 0 Ill 0 In/Hr cfs In/Hr cfs 9.9 4.9 11.1 5.5 9.9 4.2 11.1 4.8 9.9 4.4 11.1 5.0 9.9 8.2 11.1 9.3 9.9 7.6 11.1 8.6 9.9 1.0 11.1 1.2 9.9 2.3 11.1 2.6 9.9 0.5 11.1 0.6 9.9 0.8 11.1 0.9 9.9 9.1 11.1 10.2 9.9 1.7 11.1 1.9 9.9 2.0 11.1 2.3 9.9 4.4 ~-11.1 5.0 9.9 0.0 11.1 0.0 9.9 3.4 11.1 3.9 9.9 1.4 11.1 1.6 9.9 3.2 11.1 3.6 9.9 0.0 11.1 0.0 9.9 6.9 11.1 7.8 9.9 10.8 11.1 12.2 9.9 0.5 11.1 0.6 9.9 7.2 11.1 8.1 9.9 0.0 11.1 0.0 9.9 0.0 11.1 0.0 9.9 0.0 11.1 0.0 9.9 10.8 11.1 12.3 9.9 6.7 11. 1 7.5 9.9 7.8 11.1 8.8 9.9 3.1 11.1 3.6 9.9 6.1 11. 1 6.9 9.9 3.3 11.1 3.7 9.9 3.1 11.1 3.5 9.9 5.1 11. 1 5.8 9.9 2.J_ ~!.U. 3.1 9.9 2.1 11.1 2.3 9.9 4.0 11.1 4.5 9.9 2.7 11.1 3.1 9.9 2.2 11. 1 2.5 9.9 4.1 11.1 4.7 9.9 0.0 11.1 0.0 !,.______JI :_______J 0 0 0 0 ... ... 0 In/Hr cfs 12.5 6.2 12.5 5.4 12.5 5.6 12.5 10.5 12.5 9.6 12.5 1.3 12.5 2.9 12.5 0.7 12.5 1.0 12.5 11.5 12.5 2.1 12.5 2.5 12.5 5.6 12.5 0.0 12.5 4.3 12.5 1.8 12.5 4.1 12.5 0.0 12.5 8.7 12.5 13.7 12.5 0.7 12.5 9.1 12.5 0.0 12.5 0.0 12.5 0.0 12.5 13.8 12.5 8.5 12.5 9.9 12.5 4.0 12.5 7.7 12.5 4.1 12.5 3.9 12.5 6.5 12.5 3.4 12.5 2.6 12.5 5.0 12.5 3.4 12.5 2.8 12.5 5.2 12.5 0.0 4/18/2005 1059-0003-dra.xls Exhibit C-1 L.__11 C=t c::J CJ C1 Cl c=i c::::J < :: w Q 0 er: w ...J ...J < < c.. < LL. w w 0 j:: I-Q (!) er: ...J z < z < w z w u <:i: < > w ::!: ...J I-...J ...J z < W< Q w ~ er: (!) ~ u; I-ow ~ Wz 0 zcr: w 0 >w Q I-=> < er: c.. 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AC. 0.4 0.55 0.9 ft. 43.0 0.54 0.00 0.54 0.00 0.30 68.0 44.0 0.40 0.00 0.40 0.00 0.22 62.0 45.0 0.77 0.00 0.77 0.00 0.42 68.0 46.0 0.51 0.00 0.51 0.00 0.28 75.0 47.0 0.70 0.00 0.70 0.00 0.39 135.0 48.0 0.94 . 0.00 0.94 0.00 . 0.52 63.0 49.0 0.96 0.00 0.96 0.00 0.53 72.0 50.0 0.90 0.00 0.90 0.00 0.50 133.0 51.0 0.71 0.00 0.71 0.00 0.39 66.0 52.0 0.48 0.00 0.48 0.00 0.26 137.0 53A 0.26 0.00 0.26 0.00 0.14 118.0 538 0.84 0.00 0.84 0.00 0.46 111.0 60.0 1.22 0.00 1.22 0.00 0.67 147.0 61.0 0.64 0.00 0.64 0.00 0.35 65.0 62.0 1.17 0.00 1.17 0.00 0.64 77.0 63.0 0.58 0.00 0.58 0.00 0.32 70.0 64.0 0.57 0.00 0.57 0.00 0.31 74.0 65.0 0.18 0.00 0.18 0.00 0.10 69.0 66.0 1.14 0.00 1.14 0.00 0.63 66.0 67.0 1.27 0.00 1.27 0.00 0.70 118.0 68.0 0.73 0.00 0.73 0.00 0.40 63.0 69.0 0.57 0.00 0.57 0.00 0.31 63.0 70.0 0.27 0.00 0.27 0.00 0.15 12.0 71.0 0.90 0.00 0.90 0.00 0.50 72.0 72.0 1.14 0.00 1.14 0.00 0.63 76.0 73.0 0.55 0.00 0.55 0.00 0.30 66.0 74.0 0.52 0.00 0.52 0.00 0.29 66.0 75.0 0.20 0.00 0.20 0.00 0.11 69.0 76.0 1.01 0.00 1.01 0.00 0.56 73.0 77.0 0.35 0.00 0.35 0.00 0.19 12.0 78A 0.07 0.00 0.07 0.00 0.04 12.0 788 0.33 0.00 0.33 0.00 0.18 12.0 80.0 0.74 0.00 0.74 0.00 0.41 125.0 81.0 0.26 0.00 0.26 0.00 0.14 10.0 82.0 1.78 0.00 1.78 0.00 0.98 177.0 83A 1.24 0.00 1.24 0.00 0.68 350.0 838 0.58 0.00 0.58 0.00 0.32 160.0 84A 0.96 0.00 0.96 0.00 0.53 55.0 848 0.34 0.00 0.34 0.00 0.19 56.0 89.0 1.50 0.00 1.50 0.00 0.83 280.0 CJ c=i c:::=i c:J ~ L_J EXHIBIT C-1 Rational Formula Drainage Area Calculations Edelweiss Gartens Phase Seven Through Twelve ~ ~ ~ ...J LL. Q ...J ...J z LL. LL. ~ ~ er: :i: er: w I-u u u w I-er: ...J ~(!) ~...J 0 I-u w ...J => z => ...J ...J w >< (!)~ (!)~ w iij en N It) Ou.. > u => !::! 0 !!! 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 182.0 2.5 1.9 2.2 10.0 6.33 1.9 7.7 2.3 0.6 182.0 2.5 1.5 2.8 10.0 6.33 1.4 7.7 1.7 2.0 196.0 3.0 1.9 2.3 10.0 6.33 2.7 7.7 3.3 2.0 182.0 1.8 1.6 2.6 10.0 6.33 1.8 7.7 2.2 1.4 158.0 1.6 1.1 4.5 10.0 6.33 2.4 7.7 3.0 0.6 288.0 4.0 1.7 3.5 10.0 6.33 3.3 7.7 4.0 2.0 454.0 6.0 2.0 4.3 10.0 6.33 3.3 7.7 4.1 1.3 248.0 3.0 1.3 5.0 10.0 6.33 3.1 7.7 3.8 0.7 394.0 5.0 1.7 4.5 10.0 6.33 2.5 7.7 3.0 1.4 126.0 2.0 1.1 4.1 10.0 6.33 1.7 7.7 2.0 1.0 74.0 0.6 0.9 3.7 10.0 6.33 0.9 7.7 1.1 2.0 393.0 5.0 1.7 4.9 10.0 6.33 2.9 . 7.7 3.6 4.0 306.0 4.0 1.7 4.4 10.0 6.33 4.2 7.7 5.2 0.7 377.0 5.0 1.7 4.3 10.0 6.33 2.2 7.7 2.7 2.0 347.0 5.0 2.0 3.6 10.0 6.33 4.1 7.7 5.0 2.0 312.0 3.0 1.7 3.7 10.0 6.33 2.0 7.7 2.5 0.7 312.0 3.0 1.5 4.4 10.0 6.33 2.0 7.7 2.4 0.7 112.0 2.0 1.3 2.3 10.0 6.33 0.6 7.7 0.8 0.7 339.0 5.0 1.7 3.9 10.0 6.33 4.0 7.7 4.8 1.2 586.0 13.0 1.9 6.1 10.0 6.33 4.4 7.7 5.4 1.0 378.0 6.0 2.0 3.7 10.0 6.33 2.5 7.7 3.1 0.6 360.0 5.0 1.7 4.1 10.0 6.33 2.0 7.7 2.4 0.1 343.0 5.0 2.2 2.7 10.0 6.33 0.9 7.7 1.1 0.7 389.0 6.0 1.8 4.3 10.0 6.33 3.1 7.7 3.8 0.8 388.0 6.0 1.8 4.4 10.0 6.33 4.0 7.7 4.8 1.0 337.0 6.0 2.0 3.4 10.0 6.33 1.9 7.7 2.3 0.7 274.0 5.0 1.7 3.3 10.0 6.33 1.8 7.7 2.2 0.7 113.0 2.0 1.3 2.3 10.0 6.33 0.7 7.7 0.8 2.0 303.0 4.0 1.9 3.3 10.0 6.33 3.5 7.7 4.3 0.1 487.3 7.0 2.2 3.7 10.0 6.33 1.2 7.7 1.5 0.1 74.0 0.6 1.5 1.0 10.0 6.33 0.2 7.7 0.3 0.1 210.0 1.7 1.6 2.3 10.0 6.33 1.1 7.7 1.4 3.0 302.0 10.0 2.2 3.3 10.0 6.33 2.6 7.7 3.1 0.1 344.0 11.0 3.2 1.9 10.0 6.33 0.9 7.7 1.1 6.0 260.0 6.0 2.0 3.7 10.0 6.33 6.2 7.7 7.5 12.0 63.0 0.6 1.4 5.0 10.0 6.33 4.3 7.7 5.2 6.0 240.0 4.5 1.9 3.4 10.0 6.33 2.0 7.7 2.5 0.6 430.0 6.0 1.9 4.4 10.0 6.33 3.3 7.7 4.1 0.6 145.0 3.0 1.5 2.2 10.0 6.33 1.2 7.7 1.4 6.0 369.0 4.0 1.4 7.5 10.0 6.33 5.2 7.7 6.3 0 :::: In/Hr 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 L__I !__II 0 It) .... It) N 0 !::! 0 cfs In/Hr cfs 2.6 9.9 2.9 1.9 9.9 2.2 3.7 9.9 4.2 2.4 9.9 2.8 3.3 9.9 3.8 4.5 9.9 5.1 4.6 9.9 5.2 4.3 9.9 4.9 3.4 9.9 3.9 2.3 9.9 2.6 1.2 9.9 1.4 4.0 9.9 4.6 5.8 9.9 6.6 3.0 9.9 3.5 5.6 9.9 6.3 2.8 9.9 3.1 2.7 9.9 3.1 0.9 9.9 1.0 5.4 9.9 6.2 6.0 9.9 6.9 3.5 9.9 4.0 2.7 9.9 3.1 1.3 9.9 1.5 4.3 9.9 4.9 5.4 9.9 6.2 2.6 9.9 3.0 2.5 9.9 2.8 0.9 9.9 1.1 4.8 9.9 5.5 1.7 9.9 1.9 0.3 9.9 0.4 1.6 9.9 1.8 3.5 9.9 4.0 1.2 9.9 1.4 8.5 9.9 9.7 5.9 9.9 6.7 2.8 9.9 3.1 4.6 9.9 5.2 1.6 9.9 1.8 7.1 9.9 8.1 L_.11 0 0 It) !!! 0 In/Hr cfs 11.1 3.3 11.1 2.5 11.1 4.7 11.1 3.1 11.1 4.3 11.1 5.8 11.1 5.9 11.1 5.5 11.1 4.4 11.1 2.9 11.1 1.6 11.1 5.2 11.1 7.5 11.1 3.9 11.1 7.2 11.1 3.6 11.1 3.5 11.1 1.1 11.1 7.0 11.1 7.8 11.1 4.5 11.1 3.5 11.1 1.7 11.1 5.5 11.1 7.0 11.1 3.4 11.1 3.2 11.1 1.2 11.1 6.2 11.1 2.1 11.1 0.4 11.1 2.0 11.1 4.5 11.1 1.6 11.1 10.9 11.1 7.6 11.1 3.6 11.1 5.9 11.1 2.1 11.1 9.2 L__._m L__9 0 0 0 0 .... :::: 0 In/Hr cfs 12.5 3.7 12.5 2.8 12.5 5.3 12.5 3.5 12.5 4.8 12.5 6.5 12.5 6.6 12.5 6.2 12.5 4.9 12.5 3.3 12.5 1.8 12.5 5.8 12.5 8.4 12.5 4.4 12.5 8.1 12.5 4.0 12.5 3.9 12.5 1.2 12.5 7.9 12.5 8.7 12.5 5.0 12.5 3.9 12.5 1.9 12.5 6.2 12.5 7.9 12.5 3.8 12.5 3.6 12.5 1.4 12.5 7.0 12.5 2.4 12.5 0.5 12.5 2.3 12.5 5.1 12.5 1.8 12.5 12.3 12.5 8.5 12.5 4.0 12.5 6.6 12.5 2.3 12.5 10.3 4/18/2005 1059-0003-dra.xls Exhibit C-1 L..____11 c::J c::::J c::I c:::::I CJ c=I C:=I c( ;: w c 0 0::: w ...J ...J c( c( Q. c( u.. w w 0 ~ I-c C) 0::: ...J z c( z c( c( w z w (.) c( :c ...J > w :E ...J ...J I-z c( w c( c w ~ 0::: C) ~ iii I-cw > Wz 0 z 0::: w c( 0 >w c I-:::::> c( 0::: Q. I-0...J NO. AC. 0.4 0.55 0.9 ft. 90.0 1.02 0.00 1.02 0.00 0.56 144.0 91.0 0.90 0.00 0.90 0.00 0.50 70.0 92.0 0.16 0.00 0.16 0.00 0.09 17.0 93.0 0.66 0.00 0.66 0.00 0.36 190.0 94.0 2.34 0.00 2.34 0.00 1.29 226.0 95.0 1.44 0.00 1.44 0.00 0.79 213.0 96.0 0.57 0.00 0.57 0.00 0.31 83.0 97.0 0.59 0.00 0.59 0.00 0.32 130.0 98.0 0.37 0.00 0.37 0.00 0.20 14.0 c:I c:::J c:I L..I L_I L....11 EXHIBIT C-1 Rational Formula Drainage Area Calculations Edelweiss Gartens Phase Seven Through Twelve ;: 0 ;: ;: ...J u.. 0 0 c ...J ...J z u.. u.. ~ ~ 0::: :c 0::: u w I-w C3 I-u 0::: ...J ~ C) ~ ...J 0 I-0 w ...J ::>z :::::> ...J ...J w > c( w '16 (/) N in Ou.. C) ~ C) ~ > (.) :::::> ~ CJ !!! CJ ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 225.0 3.0 1.4 4.5 10.0 6.33 3.5 7.7 4.3 0.7 430.0 7.0 1.9 4.5 10.0 6.33 3.1 7.7 3.8 0.2 142.0 0.9 1.4 1.9 10.0 6.33 0.6 7.7 0.7 3.0 52.0. 0.6 1.0 4.0 10.0 6.33 2.3 7.7 2.8 4.0 485.0 6.0 1.5 7.7 10.0 6.33 8.1 7.7 9.9 3.0 258.0 3.5 1.3 6.1 10.0 6.33 5.0 7.7 6.1 0.8 258.0 3.5 1.5 3.8 10.0 6.33 2.0 7.7 2.4 1.3 190.0 1.1 1.0 5.1 10.0 6.33 2.1 7.7 2.5 0.1 519.0 3.1 1.5 6.0 10.0 6.33 1.3 ·7.7 1.6 0 !: In/Hr 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 LJ L_ll 0 in ... in N CJ ~ CJ cfs In/Hr cfs 4.8 9.9 5.5 4.3 9.9 4.9 0.8 9.9 0.9 3.1 9.9 3.6 11.1 9.9 12.7 6.8 9.9 7.8 2.7 9.9 3.1 2.8 9.9 3.2 1.8 9.9 2.0 L_._J 0 0 in !!! CJ In/Hr cfs 11.1 6.3 11.1 5.5 11.1 1.0 11.1 4.0 11.1 14.3 11.1 8.8 11.1 3.5 11.1 3.6 11.1 2.3 L--11 L...___J 0 0 0 0 ... !: CJ In/Hr cfs 12.5 7.0 12.5 6.2 12.5 1.1 12.5 4.5 12.5 16.1 12.5 9.9 12.5 3.9 12.5 4.1 12.5 2.5 4/18/2005 1059-0003-dra.xls Exhibit C-1 ~ ~~~~~~~~~~~~~~~~~~~ ~ . Oo ~z ..... < ~~ Q< ~ Q) ... < ~ Q) 0 QIJ = ~ ....... Q) ~ > ... OQ ~ Q) ... ~ Q) QIJ ~ = .... ~ ... Q 01 ... Q) > 0 c ... ~ u 01 EXHIBIT C-2 INLET COMPUTATIONS Edelweiss Gartens Phase Seven Through Twelve ..... ] ..... ~ 01 -~ ..... 0 E----£ "'O ~ ~ Q) ... ..... r.r.i ..... Q) Q) .::: r.r.i "'O ~ Q> o" ·= .._,, = Q) C" c. ~~ 0 z ..... Q) ~ ..... ~ ~ ~ 01 -a ..... 0 E---DESCRIPTION ~ J ~ ~ ~ u '"° C" ~ J "'O Q) "'O .... i> 0 ... ~ J ... ..= I . Q) ..... ~ > c. . 0 Q) r.r.i c ; ... Q) ~ "'O u = 01 ~ ... Q) ~ ~ u "'O Q) ... -~ ~ ~ Q) ... < "'O Q) "'O .... i> 0 ... ~ ~ Q) ... < Curb Inlet Grate Inlet cfs I I I I I I I I I cfs I ft I ft ft I cfs I sq-ft I sq-ft 1 · I na I 4.3 I 0.0 I 4.3 I 271 0.3% I I 1 I 4.3 I Recessed Inlet on Grade I 0.621 6.92 I 10 I 0 2 I na I 3.7 I 0.0 I 3.7 I 271 0.2% I I 2 I 3.7 I RecessedLowPointinlet 12.3311.59 I 5 I 0 3 I na I 3.9 I o.o I 3.9 I 271 0.2% I I 3 I 3.9 I RecessedLowPointinlet I 2.331 1.67 I 5 I o 4 I 6A I 7.2 I o.o I 7.2 I 271 0.9% I I 4 I 7.2 I RecessedLowPointinlet I 2.331 3.09 I 5 I O 5 I 6A I 6.6 I 0.0 I 6.6 I 27 I 0.7% I I 5 I 6.6 I Recessed Low Point Inlet I 2.33 I 2.85 I 5 I O 6A I na I 0.9 I o.o I 0.9 I 381 0.0% I I 6A I I I I I I O 1 68 J na I 2.0 I 0.0 I 2.0 I 381 0.1 % I I 6B 2.9 Recessed Low Point Inlet 2.33 1.24 5 0 I--+-,___, ~ na 0.5 0.0 0.5 38 0.0% 7A 0 78 I na I 0.7 I 0.0 I 0.7 I 381 0.0% I I 7B I 1.1 I Recessed Inlet on Grade I 0.6211.84 I 5 I 0 10 I 33.0 I 7.9 I 0.0 I 7.9 I 271 1.0% I I 10 I 7.9 I RecessedinletonGrade I 0.62112.831 10 I 1.8 11 I na I 1.5 I o.o I 1.5 I 27 I 0.0% I I 11 I 1.5 I Recessed Inlet on Grade I 0.621 2.38 I 5 I o 12 I 21.0 I 1.8 I o.o I 1.8 I 271 0.1% I I 12 I 1.8 I Recessed Inlet on Grade I 0.621 2.84 I 5 I o 13 I 35.0 I 3.8 I 0.0 I 3.8 I 12 I 0.6% I I 13 I 3.8 I ProQosed Grate Inlet I I 0 I 0.51 21 1.94 I 4.28 14 I na I o.o I o.o I o.o I 271 0.0% I I 14 I o.o I JunctionBox I I o _1_§ J _ 36.0 I 3.0 J 0.0 J 3.0 27 0.1 % 15 3.0 Recessed Inlet on Grade 0.62, 4.841 5 I 01 161 37.0 1.2 lo:ol 1.2 27 0.0% 16 1.2 Recessed Inlet on Grade 0.62 2.00 5 0 17 I na I 2.8 I 0.0 I 2.8 I 271 0.1 % I I 17 I 2.8 I Recessed Low Point Inlet I 2.33 I 1.20 I 5 I o 18 I na I 0.0 I 0.0 I 0.0 I 271 0.0% I I 18 I 0.0 I Junction Box I I I I O 19 I 26.0 I 6.0 I o.o I 6.0 I 271 0.6% I I 19 I 6.0 I Recessed Inlet on Grade I 0.62 I 9.76 I 10 I O 20 na 9.5 0.0 9.5 27 1.5% 20 9.5 Recessed Inlet on Grade 0.62 15.29 10 21 na 0.5 0.0 0.5 27 0.0% 21 0.5 Recessed Inlet on Grade 0.62 0.77 5 3·31 ·I I I ~ 22 I na I 6.3 I 0.0 I 6.3 I 27 I 0.6% I I 22 I 6.3 I Recessed Low Point Inlet I 2.33 / 2.69 I 5 23 I na I o.o I o.o I o.o I 27 I 0.0% I I 23 I o.o I Junction Box 0 0 0 4/18/2005 1059-0003-dra.xls Exhibit C-2 7 ----------- ~~~~~~~~~~~~~~~~~~~ ~ . ~o <z ~< ~~ ~ ~ .. ~ ~ ~ .. .. > < ~ 0 ~ ~ ~ 0 OJ) OJ) c = ~ ~ .. .. ·= .5 ~ ~ ~ ~ u > .... 0 ~ ~ 0 0 EXHIBIT C-2 INLET COMPUTATIONS Edelweiss Gartens Phase Seven Through Twelve ...... -a ~ ...... ~ 0 -~ ...... 0 ~ .;: "O ~ ...... ~ ~ !: r.J"J. ...... ~ ~ !: r.J"J. "O ~ ~ c'-.!= '-" = ~ O"' '2. ~~ 0 z ...... -a ~ ...... ~ -~ ...... ~ 0 -~ ...... 0 ~ DESCRIPTION ~ J .. ~ ~ ~ u "° O"' ~ ~ J "O ~ .... 6 .. ~ J .. ~ .:::= • ...... ~ '2. . ~ r.J"J. .... ~ ~ .. "O ~ > 0 .. ~ . ~ "O ~ u § < 0 ~ u "O ~ .. .... & ~ ~ ~ < "O ~ "O .... > 0 .. ~ ~ ~ .. < Curb Inlet Grate Inlet cfs cfs I ft I ft ft I cfs I sq-ft I sq-ft 24 I na I o.o I o.o I o.o I 271 0.0% I I 241 o.o I Junction Box I I I I O , 25 na 0.0 0.0 0.0 27 0.0% 25 0.0 Junction Box 0 26 27.0 9.5 0.0 9.5 27 1.5% 26 9.5 Recessed Inlet on Grade 0.62 15.37 10 3.3 I I I l<E-~ . 27 1.0 5.8 3.3 9.2 27 1.4% 27 9.2 Recessed Inlet on Grade 0.62 14.82 10 3 30 I 60.0 I 6.8 I 0.0 I 6.8 I 27/ 0.8% I I 30 I 6.8 I Recessed Inlet on Grade I 0.62111.071 10 I 0.7 31 I 61.0 I 2.8 I 0.0 I 2.8 I 271 0.1% I I 31 I 2.8 I Recessed Inlet on Grade I 0.621 4.46 I 5 I 0 32 I 62.0 I 5.3 I o.o I 5.3 I 12 I 1.2% I I 32 I 5.3 I Proposed Grate Inlet I I I 01 0.5 21 2.68 I 4.28 33 I 63.0 I 2.8 I 0.0 I 2.8 I 271 0.1% I I 33 I 2.8 I Recessed Inlet on Grade I 0.621 4.61 I 5 I 0 34 I 64.0 I 2.7 I 0.0 I 2.7 I 271 0.1% I I 34 I 2.7 I Recessed Inlet on Grade I 0.621 4.38 I 5 I 0 I 35 I 66.0 4.5 0.0 4.5 12 0.8% 35 4.5 Proposed Grate Inlet 01 0.5 I 212.251 4.28, ~ 68.0 2.4 0.0 2.4 27 0.1 % 36 2.4 Recessed Inlet on Grade 0.62 3.84 · 5 0 37 169.0l I.810.0l l.81271 0.1% I 13711.81 RecessedinletonGrade I0.6212.921 5 I 0 38 I 72.0 I 3.5 I o.o I 3.5 I 121 0.5% I I 38 I 3.5 I Proposed Grate Inlet I I I OI 0.5 39 I 73.0 I 2.4 I 0.0 I 2.4 I 271 0.1% I I 39 I 2.4 I Recessed Inlet on Grade I 0.621 3.84 I 5 I 0 40 I 74.0 I 1.9 I o.o I 1.9 I 27 I 0.1 % I I 40 I 1.9 I Recessed Inlet on Grade I 0.62 I 3.07 I 5 I o 41 I 76.0 I 3.6 I o.o I 3.6 I 121 0.5% I I 41 I 3.6 I Proposed Grate Inlet I I I I 01 0.5 42 I na I 0.0 I 0.0 I o.o I 121 0.0% I I 42 I o.o I Junction Box I I I o 43 I 49.0 I 2.6 I o.o I 2.6 I 271 0.1 % I I 43 I 2.6 I Recessed Inlet on Grade I 0.621 4.15 I 5 I O 44 I 48.0 I 1.9 I 0.0 I 1.9 I 271 0.1% I I 44 I 1.9 I Recessed Inlet on Grade I 0.62/ 3.07 I 5 I 0 45 I 48.0 I 3.7 I o.o I 3.7 I 121 0.5% I I 45 I 3.7 I Proposed Grate Inlet I I 01 0.5 46 I 51.0 I 2.4 I 0.0 I 2.4 I 271 0.1% I 146 I 2.4 I Recessed Inlet on Grade I 0.621 3.92 I 5 I 0 47 I 50.0 I 3.3 I 0.0 I 3.3 I 27/ 0.2% I I 47 I 3.3 I Recessed Inlet on Grade 0.621 5.38 I 5 I 0.2 48 I 51.0 I 4.5 I 0.0 I 4.5 I 27 I 0.3% I I 48 I 4.5 I Recessed Inlet on Grade 0.621 7.22 I 10 I O 211.75 I 4.28 21 1.82 I 4.28 21 1.84 I 4.28 4/18/2005 1059-0003-dra.xls Exhibit C-2 c:::J C=t c::J c:::I c:::J [=:J c=-C::I C=t C=t c=i L_I L_I L-9 ~ L-.m L..__.m L--.m ~ ~ . ~o <z ~< ~~ ~ ~ ~ ~ '"' '"' < ~ ~ ~ ~ 0 ell ell i:;:: ~ ~ '"'.9 .9 ~ ~ ~ > '"' '"' 0 ~ ~ 0 '"' ~ > 0 " '"' ~ u 0 EXHIBIT C-2 INLET COMPUTATIONS Edelweiss Gartens Phase Seven Through Twelve ..... ~ -= ..... ..... ~ 0 -; ..... 0 E--~ ~ ..... ~ ~ '"' ..... rJJ. ..... ~ ~ .:: rJJ. "t:I~ ~ ~-... ·= .._, = ~ C" ~ ~~ 0 z ~ ~ -~ ..... ~ 0 -.a 0 E--DESCRIPTION ~ J '"' ~ ~ ~ u -0 C" ~ ~ J "t:I ~ "t:I .... 6 '"' ~ J '"' .i:= • ~ ..... ~ > ~ 00 0 ~ '"' " "t:I ~ '"' ~ . ~ "t:I ~ u § < 0 ~ u "t:I ~ '"' ·g. ~ ~ ~ '"' < "t:I ~ "t:I .... > 0 '"' ~ ~ ~ '"' < Curb Inlet Grate Inlet cfs cfs I ft I ft ft I cfs I sq-ft I sq-ft 49 I 51.0 I 4.6 I 0.0 I 4.6 I 27 I 0.3% I I 49 I 4.6 I Recessed Inlet on Grade 0.621 7.38 I 10 0 50 I 52.0 I 4.3 I 0.2 I 4.5 I 27 I 0.3% I I 50 I 4.5 I Recessed Inlet on Grade 0.621 7.30 I 10 0 51 I 53B I 3.4 I 0.0 I 3.4 I 271 0.2% I I 51 I 3.4 I Recessed Inlet on Grade 0.62 I 5.46 I 5 0.3 52 I 53B I 2.3 I 0.0 I 2.3 I 271 0.1 % I I 52 I 2.3 I Recessed Inlet on Grade I 0.621 3. 69 I 5 1 53A I na I 1.2 I 0.0 1.2 38 0.1% 53A I I I , ____ Q_1 ____ 1 ____ .--1 1 538 na 4.0 0.3 4.3 38 0.7% 53B 5.5 Recessed Low Point Inlet 2.33 2.36 5 0 60 I 67.0 I 5.8 I 0.4 I 6.2 I 271 0.6% I I 60 I 6.2 I Recessed Inlet on Grade I 0.62110.061 10 I o 61 I 62.0 I 3.0 I o.o I 3.0 I 271 0.2% I I 61 I 3.0 I Recessed Inlet on Grade I 0.621 4.92 I 5 I o 62 I 65.0 I 5.6 I o.o I 5.6 I 27 I 0.5% I I 62 I 5.6 I Recessed Inlet on Grade I 0.62 I 8.99 I 10 I o 63 I 65.0 2.8 0.0 2.8 27 0.1 % 63 2.8 Recessed Inlet on Grade 0.62 4.46 5 0 64 65.0 2.7 0.0 2.7 27 0.1 % 64 2.7 Recessed Inlet on Grade 0.62 4.38 5 0 65 I 66.0 I 0.9 I o.o I 0.9 I 271 0.0% I I 65 I 0.9 I Recessed Inlet on Grade I 0.621 1.38 I 5 I o 66 68.0 5.4 0.0 5.4 27 0.5% 66 5.4 Recessed Inlet on Grade 0.62 8.76 10 H I I---! 67 68.0 6.0 0.0 6.1 27 0.6% 67 6.1 Recessed Inlet on Grade 0.62 9.82 10 0 68 I 71.0 I 3.5 I o.o I 3.5 I 27 I 0.2% I I 68 I 3.5 I Recessed Inlet on Grade I 0.621 5.61 I 5 0.4 69 I 71.0 I 2.7 I o.o I 2.7 I 271 0.1 % I I 69 I 2.7 I Recessed Inlet on Grade I 0.62 I 4.38 I 5 0 70 I 77.0 I 1.3 I o.o I 1.3 I 38 I 0.1 % I I 70 I 1.3 I Recessed Inlet on Grade I 0.621 2.07 I 5 0 71 I 72.0 I 4.3 I 0.4 I 4.7 I 38 I 0.8% I I 71 I 4.7 I Recessed Inlet on Grade I 0.62 I 7.53 I 10 0 72 I 75.0 I 5.4 I o.o I 5.4 I 38 I 1.1 % I I 72 I 5.4 I Recessed Inlet on Grade I 0.62 I 8.76 I 10 0 73 I 75.0 I 2.6 I o.o I 2.6 I 27 I 0.1 % I I 73 I 2.6 I Recessed Inlet on Grade I 0.62 I 4.23 I 5 0 7 4 I 75.0 I 2.5 I o.o I 2.5 I 27 I 0.1 % I I 74 I 2.5 I Recessed Inlet on Grade I 0.62 I 4.00 I 5 0 75 I 76.0 I 0.9 I o.o I 0.9 I 38 I 0.0% I I 75 I 0.9 I Recessed Inlet on Grade I 0.621 1.54 I 5 0 76 I 53.0 I 4.8 I o.o I 4.8 I 38 I 0.8% I I 76 I 4.8 I Recessed Inlet on Grade I 0.62 I 7.76 I 10 0 4/18/2005 1059-0003-dra.xls Exhibit C-2 c=t c:::::J c=i C=:I c=I c::::I c:J C3 C:I c=i L_I L..I L-'I L.JI L___W ~ L--'I ~ l.--9 ~ . c.!io <z ~< ~~ = = ,... cw cw cw ,... ,... > < = 0 ::: cw cw 0 OJ) OJ) " = = = ,... ,... .6 .6 = cw = = u > ,... ,... o~ ~oi oi EXHIBIT C-~ INLET COMPUTATIONS Edelweiss Gartens Phase Seven Through Twelve .... cw -.s .... = O' -= .... 0 E-< .; "t:S ~ .... cw cw .:: rJJ. .... cw ~ rJJ. "t:S~ cw =" ·= .._ = cw C' i:i.. ~~ 0 z .... :a .... ~ .s .... = O' -= .... 0 E-< DESCRIPTION ~ J ,... cw ~ ~ u ~ C' ~ J "t:S cw "t:S .... 6 ,... ~ J ,... -= I . cw .... r.. > i:i.. • 0 cw rJJ. ,... cw ~ .... ~ t: '-gl. = "t:S ~ u = < 0 ~ u "t:S cw ,... .... g. ~ = cw ,... < "t:S cw "t:S .... > 0 ,... ~ = cw ,... < Curb Inlet Grate Inlet cfs cfs I ft I ft ft I cfs I sq-ft I sq-ft 77 I 78.0 I 1.7 I 0.0 I 1.7 I 38 I 0.1 % I I 77 I 1.7 I Recessed Inlet on Grade I 0.621 2. 69 I 5 78A I na I 0.3 I o.o I 0.3 I 381 0.0% I l78AI I I I I I o 788 I na I 1.6 I o.o I 1.6 I 38 I 0.1 % I l78BI 1.9 I Recessed Low Point Inlet I 2.33 I 0.81 I 5 I o 80 I 60.0 I 3.5 I 0.0 I 3.5 I 38 I 0.4% I I 80 I 3.5 I Recessed Inlet on Grade I 0.62 I 5.69 I 5 I 0.4 81 I 82.0 I 1.2 I o.o I 1.2 I 271 0.0% I I 81 I 1.2 I Recessed Inlet on Grade I 0.621 2.00 I 5 I o 82 I 83A I 8.5 I 0.0 I 8.5 I 27 I 1.2% I I 82 I 8.5 I Recessed Inlet on Grade I 0.62113.68 I 10 I 2.3 ~ 83A I na I 8.5 I 2.3 I 10.8 I 271 1.9% I l83AI I I I I o 838 I na I 4.0 I o.o I 4.0 I 27 I 0.3% I l83BI 14.8 I Recessed Low Point Inlet I 2.33 I 6.35 I 10 I 0 84A I na I 6.6 I o.o I 6.6 I 271 0.7% I l84AI I I I I I o 848 I na I 2.3 I o.o I 2.3 I 27 I 0.1 % I l84BI 9.0 I Recessed Low Point Inlet I 2.33 I 3.84 I 5 I o 89 I 90.0 I 7.1 I 0.0 I 7.1 I 271 0.8% I I 89 I 7.1 I Recessed Inlet on Grade I 0.62111.531 10 I 0.9 90 I 92.0 I 4.8 I 0.9 I 5.8 I 271 0.5% I I 90 I 5.8 I Recessed Inlet on Grade I 0.621 9.37 I 10 I o 91 I 92.0 I 4.3 I o.o I 4.3 I 271 0.3% I I 91 I 4.3 I Recessed Inlet on Grade I 0.621 6.92 I 10 I o 92 I 97.0 I 0.8 I 0.0 I 0.8 I 38 I 0.0% I I 92 I 0.8 I Recessed Inlet on Grade I 0.62 I 1.23 I 5 I o 93 I 95.0 I 3.1 I o.o I 3.1 I 27 I 0.2% I I 93 I 3.1 I Recessed Inlet on Grade I 0.62 I 5.07 I 5 I O 0.7 1 94 I 96.0 111.1 I 0.0 111.1 27 2.0% 94 11.1 Recessed Inlet on Grade 0.62 17.98 10 _L!2_j__J_____ ~ 95 97.0 6.8 0.0 6.9 27 0.8% 95 6.9 Recessed Inlet on Grade 0.62 11.14 10 96. I 97.0 I 2.7 I 4.9 I 7.6 I 271 1.0% I I 96 I 7.6 I Recessed Inlet on Grade I 0.62112.361 10 97 I na I 2.8 I 2.2 I 5.0 I 381 0.9% I I 97 I 5.0 I Recessed Inlet on Grade I 0.621 8.04 I 10 98 I na I 1.8 I 0.0 I 1.8 I 38 I 0.1 % I I 98 I 1.8 I Recessed Inlet on Grade I 0.62 I 2.84 I 5 1.5 0 0 4/18/2005 1059-0003-dra.xls Exhibit C-2 J J J J J J J J J D D D D D D D D D D EXHIBITC-3 PIPE SIZE CALCULATIONS Edelweiss Gartens Phase Seven Through Twelve = bJ) ...... = "' "' ~ bJ) "' s ~ ...... ~ ~ "' p.. p.. 0 < ~ "' E-< ,.. '"O ~ ...... 0 u 0 ~ ~ ~ -z ~ ..... ..... '"O p.. ,.. Cl'.l til Cl'.l "' ...... E-< ~ ~ = ~ ~ ~ = E-< z < = :a-~ .... ..... ~ .~ (',!) ~ bJ) "'"' ~ ~ E-< .=. ~ 0 ~ ..... ~ z ~ ...... u 0 0 "' ~ .s '"O 0 0 0 ...... ~ ~ z u ~ <~ -,.. ~ ~ E-< E-< E-< ~ p~ z ~ ~ Cl'.l ~ # # Ac. min yr cfs cfs # cfs •;. " fps ' 1 3 0.5 10.0 10 4.3 5.6 1 5.6 0.32 18 3.1 55 2 3 0.4 10.0 10 3.7 4.8 1 4.8 0.24 18 2.7 31 3 5 1.4 10.3 10 11.7 15.2 1 15.2 0.52 24 4.9 684 4 5 0.8 10.0 10 7.2 9.4 1 9.4 0.92 18 5.3 30 5 68 3.0 12.6 10 23.2 23.2 1 23.2 0.65 27 5.8 69 6A 68 0.1 10.0 10 0.9 1.2 1 1.2 0.08 13 1.3 13 68 78 3.3 12.8 10 25.7 25.7 1 25.7 0.79 27 6.5 41 7A 78 0.1 10.0 10 0.5 0.6 1 0.6 0.02 13 0.7 13 78 HW7 3.4 12.9 10 26.6 26.6 1 26.6 0.85 27 6.7 35 10 12 0.9 10.0 10 7.9 10.3 1 10.3 1.11 18 5.8 37 11 12 0.2 10.0 10 1.5 1.9 1 1.9 0.10 15 1.6 265 12 13 1.3 12.8 10 10.0 13.0 1 13.0 0.78 21 5.4 123 13 14 1.7 13.2 10 13.3 17.3 1 17.3 0.67 24 5.5 12 14 15 1.7 13.3 10 13.3 17.2 1 17.2 0.67 24 5.5 122 15 16 2.1 13.6 10 15.7 20.4 1 20.4 0.94 ' 24 6.5 54 16 18 2.2 13.8 10 16.7 21.7 1 21.7 1.06 24 6.9 227 17 18 0.3 10.0 10 2.8 3.6 1 3.6 0.37 15 3.0 115 18 19 2.6 14.3 10 18.8 24.4 1 24.4 1.34 24 7.8 130 19 26 3.3 14.6 10 23.7 23.7 1 23.7 0.68 27 6.0 379 20 21 1.1 10.0 10 9.5 12.3 1 12.3 0.69 21 5.1 30 21 23 1.1 10.1 10 9.9 12.9 1 12.9 0.76 21 5.3 268 22 23 0.7 10.0 10 6.3 8.1 1 8.1 0.69 18 4.6 152 23 24 1.9 10.9 10 15.6 20.3 1 20.3 0.93 24 6.4 40 24 25 1.9 11.0 10 15.5 20.2 1 20.2 0.92 24 6.4 9 25 26 1.9 11.1 10 15.5 20.2 1 20.2 0.92 24 6.4 125 26 27 6.2 15.6 10 43.9 43.9 1 43.9 1.32 30 8.9 218 ~ 27 47 6.9 16.1 10 48.0 48.0 1 48.0 0.60 36 6.8 269 ~ 30 31 0.8 10.0 10 6.8 8.9 1 8.9 0.83 18 5.0 30 31 32 1.1 10.1 10 9.6 12.4 1 12.4 0.71 21 5.2 123 32 33 1.7 10.5 10 14.6 19.0 1 19.0 0.81 24 6.0 123 33 34 2.1 10.8 10 17.2 22.3 1 22.3 1.12 24 7.1 30 34 35 2.4 10.9 10 19.7 19.7 1 19.7 0.47 27 5.0 123 35 36 2.9 11.3 10 23.7 23.7 1 23.7 0.67 27 5.9 123 36 37 3.2 11.7 10 25.6 25.6 1 25.6 0.79 27 6.4 159 37 38 3.4 12.1 10 26.8 26.8 1 26.8 0.87 27 6.7 122 38 39 3.8 12.4 10 29.7 29.7 1 29.7 1.06 27 7.5 123 39 40 4.0 12.7 10 31.6 31.6 1 31.6 1.20 27 7.9 40 40 41 I 4.3 12.7 10 33.2 33.2 1 33.2 0.75 30 6.8 122 41 42 4.7 13.0 10 36.0 36.0 1 36.0 0.89 30 7.3 11 42 43 4.7 13.1 10 36.0 36.0 1 36.0 0.89 30 7.3 123 43 44 5.0 13.3 10 37.9 37.9 1 37.9 0.98 30 7.7 31 44 45 I 5.2 13.4 10 39.5 39.5 1 39.5 1.07 30 8.0 123 45 46 5.6 13.7 10 42.3 42.3 1 42.3 0.74 33 7.1 123 46 47 5.9 13.9 10 44.0 44.0 1 44.0 0.80 33 7.4 30 47 50 13.2 16.7 10 90.0 90.0 1 90.0 0.92 42 9.3 285 48 49 0.5 10.0 10 4.5 5.8 1 5.8 0.93 15 4.7 95 *Includes 33% Flow Increase for pipe sizes <27" dia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ~· s . ..... '"O E-4 E-< = ~ ~ 6 -~ @) ... ~ ~ c<: fi3 ,.. u E-< E-< min min I I 0.29 10.29 0.19 10.19 2.35 12.64 0.09 10.09 0.20 12.84 0.17 10.17 0.11 12.95 0.32 10.32 0.09 13.03 0.10 10.10 2.83 12.83 0.38 13.21 0.04 13.25 0.37 13.62 0.14 13.76 0.55 14.31 0.65 10.65 0.28 14.59 1.06 15.65 0.10 10.10 0.84 10.94 0.55 10.55 0.10 11.04 0.02 11.06 0.32 11.38 0.41 16.05 0.66 16.72 0.10 10.10 0.40 10.50 0.34 10.84 0.07 10.91 0.41 11.32 0.34 11.66 0.41 12.07 0.30 12.38 0.27 12.65 0.08 12.73 0.30 13.03 0.02 13.06 0.28 13.34 0.07 13.41 0.25 13.66 0.29 13.95 0.07 14.02 0.51 17.22 0.33 10.33 4/18/2005 1059-0003-dra.xls Exhibit C-3 J J J j J j j J J D D D D D D D D D 0 EXHIBIT C-3 PIPE SIZE CALCULATIONS. Edelweiss Gartens Phase Seven Through Twelve = t;)J) .... = "' "' Q) t;)J) "' e ~ .... Q) Q) "' Q., Q., 0 < Q) "' .... 0 ~ "" . "C ~ Q) ~ -u 0 ~ z ~ ..... "C Q., "" r:n ~ r:n "' .... ~ ~ ~ = ~ ~ Q) = ~ z .[o ..... ~ 0 C-' ~ :0 ~ "'"' .... -~ .=. ~ 0 ~ ..... ~ ~ z ~ "' a .s u N 0 0 "C 0 0 0 .... ~ ~ z u Q) <~ -"" --~ ~ ~ ~ ;;;;i ~ z ~ ~ rJ.l > ~ # # Ac. min yr cfs cfs # cfs % " fps I 49 50 1.0 10.3 10 8.9 11.6 1 11.6 0.61 21 4.8 53 50 52 14.7 17.2 10 98.9 98.9 1 98.9 1.11 42 10.3 141 51 52 0.4 10.0 10 3.4 4.4 1 4.4 0.53 15 3.6 30 52 538 15.4 17.5 10 102.6 102.6 1 102.6 1.20 42 10.7 41 53A 538 0.1 10.0 10 1.2 1.6 1 1.6 0.15 13 1.7 13 538 788 16.0 17.5 10 106.5 106.5 1 106.5 0.63 48 8.5 41 60 61 0.7 10.0 10 5.8 7.5 1 7.5 0.59 18 4.3 75 61 62 1.0 10.3 10 8.7 11.3 1 11.3 1.34 18 6.4 124 62 65 1.7 10.6 10 14.0 18.2 1 18.2 0.75 24 5.8 139 63 64 0.3 10.0 10 2.8 3.6 1 3.6 0.35 15 2.9 30 64 65 0.6 10.2 10 5.4 7.0 1 7.0 0.52 18 4.0 41 65 66 2.4 . 11.0 10 19.9 19.9 1 19.9 0.47 27 5.0 124 66 67 3.0 11.4 10 24.7 24.7 1 24.7 0.73 27 6.2 57 67 68 3.7 11.6 10 30.2 30.2 1 30.2 1.10 27 7.6 41 68 69 4.1 11.7 10 33.3 33.3 1 33.3 0.76 30 6.8 74 69 71 4.4 11.9 10 35.6 35.6 1 35.6 0.87 30 7.3 42 70 71 0.1 . 10.0 10 1.3 1.7 1 1.7 0.08 15 1.4 41 71 72 5.1 12.0 10 40.6 40.6 1 40.6 1.13 30 8.3 124 72 75 5.7 12.2 10 45.2 45.2 1 45.2 0.84 33 7.6 139 73 74 0.3 10.0 10 2.6 3.4 1 3.4 0.32 15 2.8 30 74 75 0.6 10.2 10 5.0 6.6 1 6.6 0.45 18 3.7 37 75 76 6.4 12.5 10 50.2 50.2 1 50.2 1.04 33 8.4 126 76 77 7.0 12.8 10 54.1 54.1 1 54.1 0.76 36 7.6 211 77 788 7.2 13.2 10 54.7 54.7 1 54.7 0.77 36 7.7 216 78A 788 0.0 10.0 10 0.3 0.4 1 0.4 0.01 13 0.5 13 788 HW78 23.4 17.6 10 155.2 155.2 1 155.2 1.35 48 12.3 32 80 81 0.4 10.0 10 3.5 4.6 1 4.6 0.58 15 3.7 68 81 82 0.6 10.3 10 4.7 6.1 1 6.1 0.39 18 3.4 175 82 838 1.5 11.1 10 12.6 16.4 1 16.4 1.23 21 6.8 186 83A 838 0.7 10.0 100 8.5 11.1 1 11.1 7.31 13 12.0 13 838 848 2.5 11.6 100 29.8 29.8 1 29.8 1.07 27 7.5 79 84A 848 0.5 10.0 100 6.6 8.6 1 8.6 4.38 13 9.3 13 848 HW84 3.2 11.8 100 38.0 38.0 1 38.0 0.99 30 7.7 171 89 90 0.8 10.0 10 7.1 9.3 1 9.3 0.90 18 5.2 241 90 91 1.4 10.8 10 11.6 15.1 1 15.1 0.51 24 4.8 30 91 92 1.9 10.9 10 15.7 15.7 1 15.7 0.30 27 3.9 39 92 97 2.0 11.0 10 16.3 16.3 1 16.3 0.32 27 4.1 279 93 94 0.4 10.0 10 3.1 4.1 1 4.1 0.46 15 3.3 34 94 96 1.7 10.2 10 14.1 18.4 1 18.4 1.55 21 7.6 264 95 96 0.8 10.0 10 6.8 8.9 1 8.9 0.36 21 3.7 32 96 97 2.8 10.7 10 23.1 23.1 1 23.1 0.64 27 5.8 41 97 98 5.0 12.2 10 40.1 40.1 1 40.1 0.66 33 6.7 112 98 HW98 5.3 12.4 10 41.3 41.3 1 41.3 0.44 36 5.8 5 *Includes 33% Flow Increase for pipe sizes <27" dia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) Q) e .... ~ -Q) ... ~ "" ~ min 0.18 0.23 0.14 0.06 0.12 0.08 0.29 0.32 0.40 0.17 0.17 0.41 0.15 0.09 0.18 0.10 0.50 0.25 0.30 0.18 0.17 0.25 0.46 0.47 0.46 0.04 0.30 0.84 0.45 0.02 0.18 0.02 0.37 0.77 0.10 0.16 1.13 0.17 0.58 0.14 0.12 0.28 0.01 "C ~ = ~ ~ @) ~ -~ u ~ min I I 10.52 17.45 10.14 17.52 10.12 17.60 10.29 10.62 11.02 10.17 10.35 11.43 ·11.58 11.68 11.86 11.95 10.50 12.20 12.51 10.18 10.35 12.76 13.22 13.68 10.46 17.64 10.30 11.15 11.60 10.02 11.77 10.02 12.14 10.77 10.87 11.03 12.17 10.17 10.74 10.14 10.86 12.44 12.46 4/18/2005 1059-0003-dra.xls Exhibit C-3 Inlets FL FL 8eain Fram Ta Uoper Lower WS Elev 010 78 HW7 302.12 301.79 307.37 26.60 68 78 302.59 302.22 307.69 25.68 5 68 303.77 302.69 308.27 23.25 4 5 307.53 307.25 309.21 7.22 3 5 309.22 305.66 309.21 11.73 2 3 311.56 311.41 312.91 3.70 1 3 310 309.72 312.91 4.27 788 HW78 303.49 303.13 307.37 155.20 77 788 307.28 304.49 308.36 54.67 76 77 310.22 307.38 310.07 54.07 75 76 312.23 310.47 312.12 50.21 74 75 314.55 313.48 314.28 5.04 73 74 315.04 314.B 315.49 2.61 72 75 314.74 312.33 314.28 45.24 71 72 316.91 314.99 316.55 40.64 70 71 318.37 318.16 318.79 1.28 69 71 317.83 317.01 318.79 35.63 68 69 318.49 317.93 319.91 33.34 538 788 304.12 303.86 308.36 106.47 52 538 305.12 304.62 309.06 102.63 51 52 307.58 307.42 309.61 3.37 50 52 306.86 305.22 309.61 98.94 49 50 309.25 308.93 311.41 8.90 48 49 310.63 309.75 311.74 4.46 47 50 309.61 306.96 311.41 89.95 46 47 310.84 310.6 314.29 44.00 45 46 311.85 310.94 314.57 42.33 44 45 313.43 312.1 315.63 39.49 43 44 313.84 313.53 317.00 37.91 42 43 315.3 313.94 317.38 36.00 41 42 315.55 315.3 319.00 36.03 40 41 317.87 315.55 319.30 33.17 39 40 318.6 318.12 320.58 31.56 38 39 320.68 318.7 321.22 29.71 37 38 323.49 320.68 322.75 26.84 36 37 325.05 323.59 325,28 25.57 27 47 312.64 310.36 314.29 48.02 26 27 316.27 313.14· 316.14 43.87 25 26 317.92 316.77 319.28 15.52 24 25 318.1 318.02 320.44 15.53 23 24 319.5 318.2 321.15 15.60 22 23 323.3 320 322.13 6.27 21 23 323.31 319.75 322.13 9.89 20 21 323.62 323.41 324.44 9.45 19 26 321.4 316.52 319.28 23.70 18 19 328.15 324.31 323.23 18.78 17 18 332 329 329.51 2.80 16 18 332.39 328.25 329.51 16.70 15 16 333.08 332.49 333.72 15.70 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm Edelweiss Gartens Phase Seven Through Twelve Normal Normal Plce Death Startlna Decth Velocltv Velacitv Dia Lena th Sf PloeS Lower WS Elev Uoper Hf In Out Hi 27 34.79 0.855% 0.949% 303.48 307.37 303.81 0.30 7.81 8,01 0.03 27 41 0.797% 0.902% 303.85 307.69 304.22 0.33 9.82 7.81 0.25 27 68.91 0.653% 1.567% 303.98 308.27 305.06 0.45 5.33 9.62 0.50 18 30 0.928% 0.933% 308.23 309.21 308.51 0.28 0.00 5.87 0.27 24 683.91 0.527% 0.521% 306.96 309.21 310.52 3.61 4.12 5.33 0.09 18 30.6 0.244% 0.490% 312.20 312.91 312.35 0.07 0.00 3.95 0.12 18 55.32 0.325% 0.506% 310.55 312.91 310.83 0.18 0.00 4.12 0.13 48 32 1.348% 1.125% 307.13 307.37 307.49 0.43 9.63 12.84 0.56 36 216.17 0.777% 1.291% 306.44 308.36 . 309.23 1.68 11.17 10.99 0.03 36 211.07 0.760% 1.346% 309.26 310.07 312.10 1.61 11.01 11.17 0.03 33 125.72 1.043% 1.400% 312.40 312.40 314.16 1.31 11.74 11.01 0.13 18 37.36 0.453% 2.864% 314.04 314.28 315.11 0.17 4.31 8.17 0.37 15 30.25 0.322% 0.793% 315.39 315.49 315.63 0.10 0.00 4.31 0.14 33 139.28 0.847% 1.730% 313.98 314.28 316.39 1.18 10.84 11.74 0.16 30 124.26 1.137% 1.545% 316.74 316.74 318.66 1.41 11.58 10.84 0.13 15 41 0.077% 0.512% 318.63 ·318:79 318.84 0.03 0.00 3.03 0.07 30 42.33 0.874% 1.937% 318.51 318.79. 319.33 0.37 7.69 11.58 0.58 30 74.17 0.765% 0.755% 319.93 319.93 320.49 0.57 0.00 7.69 0.46 48 41.04 0.634% 0.634% 307.06 308.36 307.32 0.26 12.22 9.63 0.44 42 41.02 1.203% 1.219% 307.42 309.06 307.92 0.49 11.93 12.22 0.05 15 30.43 0.536% 0.526% 308.23 309.61 308.39 0.16 o.oo 3.91 0.12 42 141.22 1.118% 1.161% 308.02 309.81 309.66 1.58 10.68 11.93 0.22 21 52.51 0.619% 0.609% 310.07 311.41 310.39 0.33 5.20 5.27 0,01 15 94.78 0.939% 0.928% 310.56 311:74 311.44 0.89 o.oo 5.20 0.21 42 284.74 0.924% 0.931% 309.76 311.41 312.41 2.63 9.04 10.68 0.25 33 30 0.801% 0.800% 312.80 314.29 313.04 0.24 8.11 8.43 0.04 33 122.84 0.742% 0.741% 313.14 314:57 314.05 0.91 9.21 8.11 0.15 30 122.84 1.074% 1.083% 314.10 315.63 315.43 1.32 8.80 9.21 0.06 30 31.37 0.989% 0.988% 315.53 317.00. 315.84 0.31 9.23 8.80 0.06 30 122.85 0.892% 1.107% 315.75 317,39 317.11 1.10 12.39 9.23 0.53 30 10.89 0.894% 2.296% 316.74 319:00. 316.99 0.10 11.29 12.39 0.20 30 121.84 0.758% 1.904% 316.99 319:30 319.31 0.92 9.08 11.29 0.35 27 39.57 1.204% 1.213% 319.92 320.58 320.40 0.48 10.23 9.08 0.17 27 122.85 1.067% 1.612% 320.22 321.22 322.20 1.31 11.51 10.23 0.22 27 122.29 0.871% 2.298% 321.92 322.75 324.73 1.06 7.87 11.51 0.55 27 158.92 0.790% 0.919% 325.22 325:28 326.68 1.26 0.00 7.87 0.48 36 269.27 0.600% 0.847% 312.39 314.29 314.67 1.61 10.58 9.04 0.23 30 218.44 1.325% 1.433% 315.02 316.14 318.15 2.89 8.93 10.58 0.25 24 124.92 0.923% 0.921% 318.07 319.28 319.22 1.15 7.12 7.07 0.01 24 8.55 0.924% 0.936% 319.32 320.44 319.40 0.08 11.49 7.12 0.63 24 39.86 0.932% 3.261% 319.10 321.15 320.40 0.37 7.31 11.49 0.61 18 151.92 0.700% 2.172% 320.68 322.13' 323.98 1.06 . 0.00 7.83 0.48 21 268.16 0.764% 1.328% 320.71 322.13 324.27 2.05 5.64 7.31 0.17 21 30 0.698% 0.700% 324.55 324.55 324.76 0.21 0.00 5.64 0.25 27 379.29 0.679% 1.287% 317.93 319.28 322.81 2.58 11.57 8.93 0.42 24 129.72 1.351% 2.960% 325.31 325.31 329.15 1.75 9.37 11.57 0.36 15 114.85 0.370% 2.612% 329.44 '329.51 332.44 0.42 0.00 6.78 0.36 24 226.81 1.069% 1.825% 329.35 329.51 333.49 2.42 7.59 9.37 0.23 24 53.96 0.945% 1.093% 333.69 333.72 334.28 0.51 0.00 7.59 0.45 Endina Too Delta WS Elev .Inlet Check 307.69. 310 OK 308.27 310 OK 309.21 311.03 OK 309.76 311.03 OK 312.91· 315.03 OK 313.10 '315.06 OK 313.22 314.6 OK 308.36 310.02 OK 310.07 312.38 OK 312.12 315.22 OK 314.28 317.08 ---OK-· 315.49 318.05 OK 315.78 318.29 OK 316.55 319.49 OK 318.79 321.62 OK 318.91 321.62 OK ·319.91· 322.65 OK 320.96 323.99 OK 309.06 . . 310.02 OK 309.81 310.67 OK 309.89 311.04 OK 311.41 312.5 OK 311.74 313.05 OK 312.84 313.88 OK 314.29 315.86 OK 314.57 315.86 OK 315.63 316.72 OK 317.00 318.31 OK 317.38 318.44 OK 319.00 320.05 OK 319.30 320.05 OK 320.58 322.52 OK 321.22 322.95 OK 322:75 324.93 OK 325.28 '327.84 OK 327.16 330,4 OK 316.14 317.74 OK 319.28 320.77 OK 320.44 322.72 OK 321.15 322.84 OK 322.13 323.75 OK 324.45 326.8 OK 324.44 327.37 OK 325.00 327.44 OK 323.23 328.31 OK 329.51 332.5 OK 332.79 335.25 OK 333.72 336:49 OK 334.73 337.68 OK a Delta Full 2.3071 28.1 1.7348 27.4 1.8164 36.1 1.2703 9.4 2.1228 15.2 1.9572 6.8 1.3809 7.0 1.6596 141.9 2.3094 70.6 3.0974 72.0 2.7958 58.3 2.5631 16.6 2.5119 5.4 2.9423 64.8 2.8308 47.5 2.7099 4.3 2.7378 53.2 3.0335 33.2 0.9596 106.5 1.0614 103.4 1.1494 4.4 1.0936 100.9 1.3126 11.5 1.0424 5.8 1.5711 90.4 1.2898 44.0 1.0921 42.4 1.3057 39.7 1.0646 38.0 1.0472 40.2 0.7464 57.9 1.9448 52.7 1.7270 31.B 2.1799 36.6 2.5640 43.7 3.2383 27.6 1.6015 57.1 1.4877 45.7 2.2787 20.2 1.6889 20.4 1.6178 38.0 2.3490 14.4 2.9290 17.0 2.4358 12.3 5.0843 32.7 2.9930 36.2 2.4555 9.7 2.7657 28.5 2.9522 22.0 Main lnletln 68 5 3 0 1 0 0 538 76 75 72 73 0 71 69 0 68 0 52 50 0 47 48 0 27 45 44 43 42 41 40 39 38 37 36 0 26 19 24 23 21 0 20 0 18 16 0 15 0 411812005 1059-0003-dra.xls Exhibit C-4 Inlets FL FL 8ealn Pica From To Upoer Lower WS Elev 0100 Dia 78 HW7 302.12 301.79 309.31 38.76 27 68 78 302.59 302.22 309.97 37.41 27 5 68 303.77 302.69 310.00 33.86 27 4 5 307.53 307.25 311.03 10.47 18 3 5 309.22 305.66 311.03 17.03 24 2 3 311.56 311.41 315.03 5.37 16 1 3 310 309.72 315.03 6.20 18 788 HW78 303.49 303.13 309.31 227.48 48 77 788 307.28 304.49 310.58 79.69 36 76 77 310.22 307.38 312.38 78.77 36 75 76 312.23 310.47 315.22 73.12 33 74 75 314.55 313.48 317.08 7.32 18 73 74 315.04 314.8 317.90 3.79 15 72 75 314.74 312.33 317.08 65.85 33 71 72 316.91 314.99 319.49 59.14 30 70 71 318.37 318.16 321.62 1.86 15 69 71 317.83 317.01 321.62 51.83 30 68 69 318.49 317.93 322.65 48.49 30 538 788 304.12 303.86 310.58 156.04 48 52 538 305.12 304.62 310.02 150.41 42 51 52 307.58 307.42 310.67 4.89 15 50 52 306.86 305.22 310.67 144.95 42 49 50 309.25 308.93 312.50 12.92 21 48 49 310.63 309.75 313.05 6.48 15 47 50 309.61 306.96 312.50 131.71 42 46 47 310.84 310.6 315.86 64.21 33 45 46 311.85 310.94 315.86 61.74 33 44 45 313.43 312.1 316.72 57.58 30 43 44 313.84 313.53 318.31 55.27 30 42 43 315.3 313.94 318.44 52.47 30 41 42 315.55 315.3 320.05 52.51 30 40 41 317.87 315.55 320.05 48.32 30 39 40 318.6 318.12 322.51 45.96 27 38 39 320.68 318.7 322.95 43.25 27 37 38 323.49 320.88 324.93 39.07 27 36 37 325.05 323.59 327.84 37.19 27 27 47 312.64 310.36 315.86 70.26 36 26 27 316.27 313.14 317.74 64.16 30 25 26 317.92 316.77 320.77 22.55 24 24 25 318.1 318.02 322.72 22.57 24 23 24 319.5 318.2 322.84 22.66 24 22 23 323.3 320 323.75 9.09 18 21 23 323.31 319.75 323.75 14.34 21 20 21 323.62 323.41 327.37 13.71 21 19 26 321.4 316.52 320.77 34.62 27 18 19 328.15 324.31 326.82 27.42 24 17 18 332 329 331.00 4.06 15 16 18 332.39 328.25 331.00 24.36 24 15 16 333.08 332.49 336.46 22.90 24 EXHIBIT C-5 HYDRAULIC GRADE LINE - 1 OOYr. Storm Edelweiss Gartens Phase Seven Through Twelve Normal Normal Death Startlna Dec th Velocitv Velocltv Endina Too Endina Delta Len~th Sf Pioe S Lower .ws·Elev Uoper Hf In Out HI WS Head Inlet WS Elev Check 34.79 1.82% 0.95% 304.04 309.31 304.37 0.63 7.84 8.03 0.02 309.97 310 309.97 Surcharoe 41 1.69% 0.90% 304.47 309.97 304.84 0.89 10.29 7.84 0.35 311.00 310 310.00 Surcharae 68.91 1.39% 1.57% 304.32 310.00 305.40 0.95 5.50 10.29 0.59 311.54 311.03 311.03 Surcharae 30 1.95% 0.93% 308.75 311.03 309.03 0.59 0.00 6.08 0.29 311.90 311.03 311.03 Surcharae 683.91 1.11% 0.52% 307.66 311.03 311.22 7.59 4.44 5.50 0.08 318.71 315.03 315.03 Surcharae 30.6 0.51% 0.49% 312.39 315.03 312.54 0.16 0.00 4.28 0.14 315.33 315.06 315.06 Surcharae 55.32 0.68% 0.51% 310.77 315:03 311.05 0.38 0.00 4.44 0.15 315.56 314.6 314.60' Surcharae 32 2.90% 1.13% 307.13 309.31 . 307.49 0.93 9.63 12.84 0.56 310.80 310.02 310.58 Surchame 216.17 1.65% 1.29% 307.49 310.58 310.28 3.57 11.59 11.35 0.04 314.19 312.38 312.38 Surcharoe 211.07 1.61% 1.35% 310.38 312.38 313.22 3.41 11.16 11.59 0.08 315.86 315.22 315.22 Surcharae 125.72 2.21% 1.40% 313.22 315:22·· 314.98 2.78 12.40 11.16 0.23 318.23 . 317.08 317.08 Surcharae 37.36 0.95% 2.86% 314.16 317.08 315.23 0.36 4.72 9.06 0.46 317.90 ·318.05 317.90 Surcharae 30.25 0.68% 0.79% 315.55 317.90 315.79 0.20 0.00 4.72 0.17 318.28 318.29 318.28 Surcharoe 139.28 1.79% 1.73% 314.60 317.08 317.01 2.50 11.00 12.40 0.26 319.83 319.49 319.49' Surcharae 124.26 2.41% 1.55% 317.49 319A9 319.41 2.99 12.31 11.00 0.24 322.72 321.62 "321.62 Surcharne 41 0.16% 0.51% 318.72 321.62 318.93 0.07 0.00 3.37 0.09 321.77 321.62 321.62 Surcharne 42.33 1.85% 1.94% 318.95 321.62 319.77 0.78 7.69 12.31 0.72 323.12 . 322.85 322.65 Surcharoe 74.17 1.62% 0.76% 320.43 322.65 320.99 1.20 0.00 7.69 0.46 324.31 323.99 323.99 Surcharae 41.04 1.36% 0.63% 307.86 310.58 308.12 0.56 12.22 9.63 0.44 311.58 310.02 310.02 Surcharae 41.02 2.58% 1.22% 308.12 310.02 308.62 1.06 11.93 12.22 0.05 311.13 310.87 310.67 Surcharae 30.43 1.13% 0.53% 308.67 310.67 308.83 0.34 0.00 4.04 0.13 311.14 311.04 311.04 Surcharae 141.22 2.40% 1.16% 308.72 . 310:67 310.36 3.39 10.68 11.93 0.22 314.28 312.5 312.50 Surchame 52.51 1.30% 0.61% 310.68 312.50 311.00 0.68 5.37 5.45 0.01 313.19 313.05 313.05' Surcharoe 94.78 1.98% 0.93% 311.00 313.05 311.88 1.87 0.00 5.37 0.22 315.15 313.88 313.88 Surcharae 284.74 1.98% 0.93% 310.46 312.50 313.11 5.64 9.19 10.68 0.23 318.37 315.86 315.86 Surcharae 30 1.71% 0.80% 313.35 '315.86 313.59 0.51 8.11 8.43 0.04 316.41 315.88 315.86' Surcharae 122.84 1.58% 0.74% 313.69 315.86 314.60 1.94 9.21 8.11 0.15 317.94 316.72 316.72 Surcharae 122.84 2.28% 1.08% 314.60 316.72 315.93 2.80 8.80 9.21 0.06 319.58 318.31 318.31 Surcharoe 31.37 2.10% 0.99% 316.03 318.31 316.34 0.66 9.31 8.80 0.07 319.04 318.44 318.44 Surcharae 122.85 1.90% 1.11% 316.44 318.44 317.80 2.33 13.31 9.31 0.70 321.47 320.05 320.05 Surcharne 10.89 1.90% 2.30% 317.11 320.05 317.36 0.21 12.13 13.31 0.23 320.49 320.05 320.05 Surcharae 121.84 1.61% 1.90% 317.36 320.05 319.68 1.96 9.08 12.13 0.50 322.51 . 322.52 322.51 Surcharae 39.57 2.55% 1.21% 320.37 322.51 320.85 1.01 10.47 9.08 0.21 323.73 322.95 322.95 Surchame 122.85 2.26% 1.61% 320.95 322.95 322.93 2.78 12.40 10.47 0.34 326.07 324.93. 324:93 Surcharoe 122.29 1.84% 2.30% 322.26 324.93 325.07 2.26 7.91 12.40 0.71 . 327.89 327.84 327.84 Surchan:Je 158.92 1.67% 0.92% 325.84 327.84 327.30 2.66 o.oo 7.91 0.49 330.98 330.4 330.40 Surcharae 269.27 1.28% 0.85% 313.36 315.86 315.64 3.46 10.59 9.19 0.21 319.53 317.74 317.74 Surcharae 218.44 2.83% 1.43% 315.64 317.74 318.77 6.19 9.36 10.59 0.19 324.12 320.77 . '320.77 Surcharae 124.92 1.95% 0.92% 318.77 320.77 319.92 2.43 7.38 7.32 O.Q1 323.21 322.72 322.72 Surcharae 8.55 1.95% 0.94% 320.02 322.72 320.10 0.17 12.58 7.38 0.81 323.69 322.84 -322.84 Surcharae 39.86 1.97% 3.26% 319.30 322.84· 320.60 0.78 7.90 12.58 0.74 324.37 323.75. . 323.75 Surcharae 151.92 1.47% 2.17% 320.86 323.75 324.16 2.24 0.00 8.61 0.58 326.56 326.8 326.56 Surcharoe 268.16 1.61% 1.33% 320.93 323.75 324.49 4.31 5.84 7.90 0.22 328.28 . 327.37 327.37 Surcharae 30 1.47% 0.70% 325.16 327.37 325.37 0.44 0.00 5.84 0.26 328.08 327.44 327.44 Surcharoe 379.29 1.45% 1.29% 318.43 320.77 323.31 5.49 12.64 9.36 0.56 326.82 328.31 -326.82 OK 129.72 2.88% 2.96% 325.56 326.82 329.40 3.74 10.15 12.64 0.44 331.00 332.5 331.00 OK 114.85 0.78% 2.61% 329.56 331.00 332.56 0.89 0.00 7.52 0.44 333.00 335.25 333.00 OK 226.81 2.27% 1.83% 329.65 331.00 333.79 5.16 7.97 10.15 0.31 336.46 336.49 336.46 Surcharae 53.96 2.01% 1.09% 334.14 336.46 334.73 1.08 o.oo 7.97 0.49 338.04 337.68 337.68 Surcharae Q Street Delta Surface Width 0.03 0.00 38 -1.00 0.00 38 -0.51 0.00 27 -0.87 0.00 -27·· -3.68 0.00 27 -0.27 0.00 27 -0.96 0.00 27 -0.78 106.02 38 -1.81 19.77 38 -0.64 19.82 38 -1.15 23.79 38 0.15 0.00 27 0.01 0.00 27 -0.34 17.36 38 -1.10 18.48 38 -0.15 0.00 38 -0.47 10.42 27 -0.32 2.72 27 -1.56 44.47 38 -0.46 66.26 27 -0.10 0.00 27 -1.78 59.66 27 -0.14 0.00 27 -1.27 0.00 27 -2.51 39.06 27 -0.55 13.49 27 -1.22 12.25 12 -1.27 15.76 27 -0.60 15.37 27 -1.42 11.53 12 -0.44 13.32 . --12 O.Q1 8.Q7 27 -0.78 14.36 27 -1.14 12.24 12 -0.05 7.46 27 -0.58 0.24 27 -1.79 10.33 27 -3.35 24.96 27 -0.49 0.00 27 -0.85 0.00 27 -0.62 0.00 27 0.24 0.00 27 -0.91 o.oo 27 -0.64 _ML __ .27 1.49 0.00 27 1.50 0.00 27 2.25 0.00 27 0.03 0.00 27 -0.36 0.00 27 Street Slope 0.80% 0.80% 0.80% 0.80% 1.00% 1.00% 0.60% 1.15% 1.15% 1.44% 1.44% 1.34% 1.34% 1.72% 1.28% 1.28% 1.54% 1.54% 1.15% 1.13% 1.13% 1.13% 0.82% 0.82% 1.22% 1.22% -1.80% 1.56% 1.56% 1.56% 1.56% 1.34% 1.34% 1.32% 1.54% 1.54% 0.60% 1.29% 0.60% 0.60% 0.60% 0.60% 0.60% 0.60% 0.60% 0.60% 0.60% 1.54% 1.54% ROW Main Caoacitv Inlet In 69.36 68 69.36 5 67.16 3 67.16 0 75.09 1 75.09 0 58.16 0 83.05 538 83.05 76 93.06 75 93.06 72 86.82 73 86.82 0 101.70 71 87.74 69 87.74 0 93.18 68 93.18 0 83.05 52 79.82 50 79.82 0 79.82 47 68.12 48 68.12 0 82.94 27 82.94 45 23.67 44 93.79 43 93.79 42 22.01 41 22.01 40 86.82 39 86.82 38 20.27 37 93.18 36 93.18 0 58.16 26 85.15 19 58.16 24 58.16 23 58.16 21 58.16 0 58.16 20 58.16 0 58.16 18 58.16 16 58.16 0 93.18 15 93.18 0 4/18/2005 1059-0003-dra.xls Exhibit C-5 1 J J J j J J J D D D D D 0 D D Exhibit D-1 Hec-1 Analysis 1***************************************** ************* **** ** * * *** * * * * * ***** * * ** * FLOOD HYDROGRAPH PACKAGE JUN 1996 VERSION 4.1 (HEC-1) U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 RUN DATE 02MAY05 TIME 12:55:09 ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx 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 2B SEP Bl. THIS IS THE FORTRAN77 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 l 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 lB 19 20 21 22 23 24 25 26 27 2B 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 HEC-1 INPUT ID ••..••. 1. •...•. 2 ••••••• 3 ••••••• 4 ••••••• 5 ••••••• 6 ••••••• 7 ••••••• 8 ••••••• 9 •••••• 10 ID IT IO JP JR KK KM KM KM KM BA PB IN PC PC PC PC PC LS UD KP LS UD KP -LS UD KK BA LS UD KP LS UD KP LS UD KK HC KK BA LS UD KP LS UD KP TRIB THROUGH PROP. SUBDIVISION 3 01JAN05 0000 481 5 0 0 3 PREC EVENT DAl FILE 13.5 500 11 100 GartSoc. IHl 9.8 so 8.8 25 7.4 10 Pl P2 Existing Condions No Gartens Phases Built Phase l thru 6 Built with Pond l 6.2 5 4.5 2Yr. Storm P3 Full Development with Soccer Field Detention Facility 2 .1234 1 30 OlJANOS 0000 .0053 .OlOB .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .2042 .2351 .2633 .6632 .7351 .7724 .7989 .6197 .B3BO .8676 .BBOl .B914 .9019 .9115 .9206 .9291 . 9371 .9446 .9588 .9653 .9717 .9777 .9636 .9692 .9947 1.000 0 79 20 . 76 2 0 B6 49 0.61 3 0 86 49 .61 DA 2 .0307 0 77 .46 2 86 4B .34 3 0 86 4B .34 PT. A 2 DA 3 .1420 0 75 0 .8 2 0 75 .80 3 .0632 .1608 .8536 . 9519 PAGE Exhibit D-1 1of4 j j j j j j j j ·u D D 47 BA o .1455 48 LS o B5 42 49 UD 0.59 HEC-1 INPUT PAGE 2 LINE ID •..••.• 1. •••••• 2 ••••••• 3 ..•.•.• 4 ••••..• 5 •.•.••• 6 ••••••• 7 ••••••• B ••.•••• 9 •••.•• 10 50 KK ROUTE 51 KM Detention Facility #2 to be built with Phase 8 52 KM Outfall of Det. Facility is into existing Det. Facility #1 53 RN 54 KP 2 55 RN 56 KP 57 RS ELEV 300.12 5B sv o 0.009 0.174 0.717 1.63B 3.103 5.2BB 7.915 10.734 12 .204 59 SV 13. 715 15.267 16.BB9 20.233 60 SE 300 .12 301 302 303 304 305 306 307 30B 30B.5 61 SE 309 309.5 310 311 62 SQ B.4 20.32 35.0B 45.26 53.54 140.15 179.46 210.55 224.32 63 SQ 279.67 369.45 4Bl.51 757.12 64 KK DA 4 65 BA .0364 66 LS o 76 67 UD .62 6B KP 2 69 LS o B4 40 70 UD .4B 71 KP 3 72 LS o B5 45 73 UD 0.46 74 KK PT. B 75 HC 2 76 KK PT. c 77 HC 2 7B KK DA 5 79 BA .0105 BO LS o 76 Bl UD .25 B2 KP· 2 B3 LS o B2 29 B4 UD .21 B5 KP 3 B6 LS o B2 29· B7 UD .21 BB KK PT. D B9 HC 2 90 KK ROUTE 91 KM Existing Detention Facility #1 built with Phase 1 92 KM Outfall is at Victoria Avenue 93 RN 94 KP 2 95 RS 1 ELEV 2BB.5 96 sv o • 004 .034 .115 .261 .497 .BBl 1.541 2. 715 4.69B 97 sv 7 .726 12.199 lB .192 25.020 HEC-1 INPUT PAGE LINE ID ••••••. 1. •••.•• 2 ••••••• 3 ••••..• 4 ••••••. 5 ••••••• 6 ••••••• 7 ••••••• B .•••••• 9 .•••.• 10 9B SE 2B9 290 291 292 99 SE 299 300 301 302 100 SQ o 10 20.47 31.27 101 SQ 292. B6 415.BB 535.53 1004.0B 102 KP 3 103 RS ELEV 2BB.5 104 sv .004 .034 .115 105 sv 7.726 12.199 lB.192 25.020 106 SE 2B9 290 291 292 107 SE 299 300 301 302 lOB SQ o 10 20.47 31.27 109 SQ 292. B6 415.BB 535.53 1004. OB 110 zz !***************************************** FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 199B VERSION 4.1 RUN DATE 02MAY05 TIME 12:55:09 ***************************************** TRIB THROUGH PROP. SUBDIVISION 293 294 295 296 39.19 45. 77 51.51 93.BB .261 .497 .BBl 1.541 293 294 295 296 39.19 45. 77 5i.51 93.BB 297 29B 207 .36 254.22 2. 715 4. 69B 297 29B 207.36 254.22 ** ** * * * * ** ** ***** ** ******** ** **** * ** ** * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *************************************** Exhibit D-1 2 of4 J J J J J j j J J J D D D D D 0 D D 3 IO IT JP JR WARNING WARNING WARNING WARNING WARNING 1 OUTPUT CONTROL VARIABLES IPRNT 5 !PLOT QSCAL HYDROGRAPH TIME DATA 0 0. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NMIN 3 !DATE lJAN 5 MINUTES IN COMPUTATION INTERVAL STARTING DATE !TIME 0000 STARTING TIME NQ NDDATE NDTIME !CENT 481 NUMBER OF HYDROGRAPH ORDINATES 2JAN 5 ENDING DATE 0000 ENDING TIME 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .05 HOURS 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 ROUTED OUTFLOW 1014.) IS GREATER THAN MAXIMUM OUTFLOW ROUTED OUTFLOW 1013.) IS GREATER THAN MAXIMUM OUTFLOW ROUTED OUTFLOW 1015.) IS GREATER THAN MAXIMUM OUTFLOW ROUTED OUTFLOW 1016.) IS GREATER THAN MAXIMUM OUTFLOW ROUTED OUTFLOW 1005.) IS GREATER THAN MAXIMUM OUTFLOW 6.20 4.50 1004.) IN STORAGE-OUTFLOW TABLE 1004.) IN STORAGE-OUTFLOW TABLE 1004.) IN STORAGE-OUTFLOW TABLE 1004.) IN STORAGE-OUTFLOW TABLE 1004.) IN STORAGE-OUTFLOW TABLE 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 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7 HYDROGRAPH AT + DAl .12 HYDROGRAPH AT + DA 2 . 03 2 COMBINED AT + PT. A • 15 HYDROGRAPH AT + DA 3 .14 ROUTED TO + ROUTE -14 13.50 11.00 9.80 8.80 7.40 6.20 4.50 FLOW TIME 2 FLOW TIME 3 FLOW TIME FLOW TIME 2 FLOW TIME 3 FLOW 2 2 TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 2 FLOW TIME FLOW TIME 390. 12.05 480. 11.90 480. 11.90 127. 11. 75 161. 11.65 161. 11.65 488. 12.00 599. 11.85 599. 11.85 404. 12.10 405. 12.10 559. 11.90 404. 12.10 405. 12.10 458. 12.15 PEAK STAGES IN FEET STAGE .00 308. 12.10 387. 11.90 387. 11.90 99. 11. 75 130. 11.65 130. 11.65 384 . 12.00 483. 11.85 483. 11.85 311. 12.15 312. 12.15 449. 11.90 311. 12.15 312. 12.15 328. 12.25 .00 268. 12.10 342. 11.90 342. 11.90 85 . 11. 75 115. 11.65 115. 11.65 334. 12.00 427. 11.85 427. 11.85 267. 12.15 268. 12.15 397. 11.90 267. 12.15 268. 12.15 262. 12.30 .00 235. 12.10 305. 11.90 305. 11.90 74. 11. 75 102. 11.65 102. 11.65 292. 12.00 380. 11.85 380. 11.85 230. 12.15 231. 12.15 353. 11.90 230. 12.15 231. 12.15 219. 12.35 .00 189. 12.10 252. 11.90 252. 11. 90 59. 11.BO 85. 11. 65 85. 11.65 235. 12.00 315. 11.85 315. 11.85 179. 12.15 180. 12.15 291. 11.90 179. 12.15 180. 12.15 192. 12.30 .oo 150. 12.10 207. 11.90 207. 11. 90 46. 11.80 70. 11. 65 70. 11.65 185. 12.00 259. 11.85 259. 11.85 137. 12.15 138. 12.15 238. 11.90 137. 12.15 138. 12.15 166. 12.30 .oo 96. 12.10 144. 11.90 144. 11. 90 28. 11.BO 48. 11. 65 48. 11.65 117. 12. 00 180. 11.85 180. 11.85 79. 12.20 80. 12.20 163. 11.90 79. 12.20 BO. 12.20 121. 12.25 .00 Exhibit D-1 3 of4 j j TIME .00 .00 .oo .oo .oo .00 .00 2 STAGE .00 .00 .00 .oo .00 .00 .00 TIME .00 .oo .oo .oo .00 .00 .oo STAGE 309.90 309.27 308 .84 308 .30 307.39 306. 66 305.78 J TIME 12.15 12.25 12.30 12.35 12.30 12.30 12.25 HYDROGRAPH AT + DA 4 • 04 FLOW 124. 96. 83 • 72. 56. 43. 26. TIME 11.95 11.95 11.95 11.95 11.95 11.95 11.95 FLOW 160. 129. 113. 101. 83. 68. 46. j TIME 11.80 11.80 11. 80 11.80 11.80 11. 80 11.80 3 FLOW 165. 133. 118. 105. 86. 71. 49. TIME 11. 75 11. 75 11. 75 11.75 11. 75 11. 75 11. 75 2 COMBINED AT + PT. B • 18 FLOW 519. 400. 344. 297. 232. 177. 103 • J TIME 12.05 12.05 12.10 12.10 12.10 12.10 12.10 2 FLOW 525. 408. 352. 306. 241. 187. 114. TIME 12.00 12.00 12.00 12.00 12.00 12.00 12.00 FLOW 562. 398. 318. 281. 244. 209. 148. TIME 12 .10 12.20 12.25 12 .00 12.00 12.00 12.15 j 2 COMBINED AT + PT. C .33 1 FLOW 1003. 781. 675. 587. 464. 361. 219. TIME 12.05 12.05 12.05 12.05 12.05 12.05 12.05 2 FLOW 1104. 875. 765. 674. 547. 438. 288. TIME 11.90 11.90 11.90 11.90 11.90 11.90 11.90 3 FLOW 1089. 814. 728. 655. 551. 462. 305. j TIME 12.00 11. 85 11.85 11.85 11.85 11.90 12.00 HYDROGRAPH AT + DA 5 .01 FLOW 55. 43. 37. 32. 25. 20. 12. TIME 11. 60 11. 60 11.60 11.60 11.60 11.60 11.60 2 FLOW 62. 49. 43. 38. 31. 25. 17. J TIME 11.55 11.55 11.55 11.55 11.55 11.55 11.55 3 FLOW 62. 49. 43. 38. 31. 25. 17. TIME 11.55 11.55 11.55 11.55 11.55 11.55 11.55 2 COMBINED AT + PT. D . 34 FLOW 1022. 796. 687 • 597. 473. 367. 223. j TIME 12.00 12.00 12.05 12.05 12.05 12.05 12.05 2 FLOW 1126. 893. 781. 688. 558. 448. 295. TIME 11.90 11.90 11.90 11.90 11.90 11.90 11.90 3 FLOW 1107. 835. 746. 672. 564. 472. 310. TIME 12.00 11.85 11.85 11.85 11.85 11. 90 12. 00 J ROUTED TO + ROUTE .34 1 FLOW 1022. 796. 687. 597. 473. 367. 223. TIME 12.00 12.00 12.05 12.05 12.05 12.05 12.05 2 FLOW 1014. 771. 641. 522. 435. 350. 252. TIME 12.10 12.15 12.20 12.30 12.25 12.25 12.15 3 FLOW 1016. 744. 606. 510. 438. 367. 263. j TIME 12.20 12.25 12.30 12.30 12.30 12.30 12.30 PEAK STAGES IN FEET STAGE .oo .oo .oo .oo .00 .oo .00 TIME .00 .oo .oo .00 .00 .oo .oo 2 STAGE 302.02 301.50 301.23 300.89 300.16 299.47 297.95 D TIME 12.10 12.15 12.20 12.30 12.25 12.25 12.15 3 STAGE 302. 03 301.44 301.15 300. 79 300.19 299.60 298. 22 TIME 12.20 12.25 12.30 12 .30 12.30 12.30 12.30 D *** NORMAL END OF HEC-1 *** D D [j 0 D Exhibit D-1 D 4of4 Plan 1 Plan2 Plan 3 Plan 1 Plan 2 Plan3 Plan 1 Plan 2 Plan3 Plan 1 Plan2 Plan3 ·Plan 1 Plan2 Plan 3 General < ~ # DA 1.1 DA 1.2 DA 1.3 DA2.l DA2.2 DA2.3 DA3.l DA3.2 DA3.3 DA4.1 DA4.2 DA4.3 DA 5.1 DA5.2 DA5.3 fr) Cll Po< 0 ;:J .....l g ~ ~ !§ < U.l < ~~ ~~ ACRES ACRES 60.79 0.00 17.84 1.45 17.84 1.45 17.99 0.00 2.74 0.00 2.74 0.00 90.90 0.00 89.90 0.00 21.30 2.89 21.24 0.00 5.12 0.00 3.15 0.00 6.43 0.00 3.15 0.00 3.15 0.00 -- ~~ ~ b~ Cll i:::: i:::: Cll i:::: ffi ffi ~ ~ ffi ffi ffi Oo 00 -4 00 0 ::= v.; 0 z v.; ::i::-(.'.) Cll 3~ U.l U.l ~ :E ~ :;a 0 ACRES ACRES ACRES 0.00 0.00 0.00 0.00 39.84 1.66 0.00 39.84 1.66 0.00 0.00 0.00 0.00 14.85 0.40 0.00 14.85 0.40 . 0.00 0.00 0.00 0.00 1.00 0.00 0.00 68.90 . 0.00 2.04 0.00 0.00 0.92 17.24 0.00 0.00 20.13 0.00 0.00 0.00 0.00 0.00 3.28 0.00 0.00 3.28 0.00 ~ -Cll ~ ~~ ii5 8 ACRES 18.20 18.20 18.20 1.68 1.68 1.68 0.00 0.00 0.00 0.00 0.00 0.00 0.31 0.31 0.31 ExhibitD-2 Drainage Area Parameters ~ Cll g: @ < < !2 ~ ~ ~ 3 ~ Cll ACRES ACRES MILES LENGTH DROP FT/FT 0.00 78.99 0.1234 3800 58 O.oI5 0.00 78.99 0.1234 3800 58 0.015 0.00 78.99 0.1234 3800 58 O.oI5 0.00 19.67 0.0307 1600 20 0.013 0.00 19.67 0.0307 1600 20 0.013 0.00 19.67 0.0307 1600 20 0.013 0.00 90.90 0.1420 3703 64 0.017 0.00 90.90 0.1420 3703 64 0.017 0.00 93.09 0.1455 3703 64 0.017 0.00 23.28 0.0364 2265 28 0.012 0.00 23.28 0.0364 2265 28 0.012 0.00 23.28 0.0364 2265 28 0.012 0.00 6.74 0.0105 950 18 0.019 0.00 6.74 0.0105 950 18 0.019 0.00 6.74 0.0105 950 18 0.019 Existing Cond. PLANl ·~ ~ ~ p,. ..§ u .....l # % HOURS 79 20 0.76 77 7 0.46 75 0 0.80 76 3 0.62 76 4 0.25 Development of Full Development of Phase 6 Edelwiess Gartens PLAN2 PLAN3 "' "' ::I ::l U.l 'E ~ 0 'E ~ 11) ~ 11) (.'.) p,. p,. e .§ < u -.....l u .....l # % HOURS # % HOURS 86 49 0.61 86 48 0.34 75 1 0.80 84 40 0.48 82 29 0.21 86 49 0.61 86 48 0.34 85 42 0.59 85 45 0.46 82 29 0.21 ExhibitD-2 Drainage Area Parameters 4/18/2005 lag-Phase 1-12.xls LI EXHIBIT D-3 PROPO~ED DETENTION FACILITY #1 ROUTING EXISTING DETENTION FACILITY #1 STRUCTURE Riser No. 1 Type AD Grete Pipe Invert 269.00 Riser Elev. 295.50 Width 2.46 Pipe Diameter (fl) 2.50 Riser Width (ft.) 4.96 Length 2.46 Pipe Area (sq. ft.) 4.91 Riser Weir Length (ft.) 14.88 Number of Grates Wide Riser Grate Area (sq. ft.) 24.75 1.00 Number of Grates Long Emergency Spillway 301.30 Barrel Invert 268.50 6.00 Length of Spillway 200.00 Barrel Width (ft.) 6.00 Grate Open Area Barrel Height (ft.) 5.00 4.125 Number of Barrels 3.00 PipeQ Riser 1 Q Rlser2 Q Barrel Q Pond Stage Orifice Orifice Weir Design Q Orifice {ft.\ {cfsl Ccfsl lcfsl Ccfsl {cfsl Normal Water Surface ···-·2a11:"00 -·; 0.00 o.oo 0.00 0.00 0.00 . 290.00 0.00 0.00 0.00 0.00 0.00 .201:00 20.47 o.oo 0.00 0.00 0.00 292.00,. 31.27 o.oo 0.00 0.00 0.00 203;00 39.19 0.00 0.00 0.00 0.00 294;00. 45.77 0.00 o.oo 0.00 0.00 .295.00 51.51 o.oo 0.00 0.00 0.00 296.00 56.66 84.27 37.20 37.20 0.00 297.00 . 61.41 145.95 111.60 145.95 0.00 ' 298,00' 65.60 186.43 186.00 166.43 0.00 " 299;00 69.91 222.95 260.40 222.95 0.00 '•.300.00 73.60 252.80 334.80 252.80 158.89 '.301.00 77.49 279.46 409.20 279.46 224.71 302.00 61.02 303.63 463.60 303.83 275.21 Stage/Storage and Stage/Discharge 269.00290.00291.00292.00293.00294.00295.00296.00297 .00296.00299.00300.00301.00 Water Surface Elevation (ft) Weir Orifice Weir (cfsl Ccfsl (cfs) 0.00 0.00 19.09 0.00 0.00 99.20 0.00 0.00 213.45 0.00 433.35 353.59 0.00 812.85 515.46 0.00 750.56 696.53 0.00 866.70 694.66 0.00 969.00 1109.14 0.00 1061.46 1336.20 0.00 1146.53 1561.17 0.00 1225.69 1837.29 89.28 1300.04 2105.91 176.56 1370.37 2366.49 267.64 1437.25 2676.52 -(cfs) -Incremental Vol. Riser No. 2 Type AD Grate Riser Elev. 299.00 Width 2.46 Riser Width (ft.) 4.96 Length 2.46 Riser Weir Length (ft.) 19.84 Number of Grates Wide Riser Grete Area (sq. ft.) 33.00 1.00 Number of Grates Long 6.00 Grete Open Area 4.125 SplllwayQ Weir Discharge Q SurfaceAre1 SurfaceAre1 Volume Incremental Ccfsl (cfsl (SQ.ft,) CAcrel (Acre-Ft VolCAc.-ftl 0.00 -·-·~ctocr __ ,, 0.00 0.000 0.00000 --:·--o:·Qoo":":! 0.00 . o,og 467.00 0.011 0.00373 '. -0.004 ' 0.00 . 0;00 2410.00 0.055 0.03046 . ;0;034. 0.00 31:'21. 4772.00 0.110 0.08091 ' ;:,0:115 0.00 39.19 8104.00 0.186 0.14612 '0,261. l 0.00 45.77 i 12633.00 0.290 0.23611 0.497 0.00 '51.51 21146.00 0.465 0.36358 '0.661 ' 0.00 93,BB 37099.00 0.652 0.66006 1;541 o.oo 207.36 1 66617.00 1.529 1.17408 2.715 0.00 ·, .:i54;2:i 107793.00 2.475 1.96309 4;696 0.00 ' 292;86 .. 157560.00 3.617 3.02762 .1.126 o.oo . :415.86 234700.00 5.366 4.47322 12.199 · . 0.00 '535,!;3 . 266340.00 6.619 5.99312 16.192 351.40 "· 1004.06 .• 306550.00 7.037 6.62733 25:020 Rl!lef Pipe. l'IETPONO + ~ £.. Barrel Pipe ==-~=== . O'J~OW TYPICAL WET PO"ID STORM WATER DETENTION FACILITY EXHIBIT D-3 5/4/2005 Det-Struct-Pond#1 EXHIBIT D-4 PROPOSED DETENTION FACILITY #2 ROUTING PROPOSED DETENTION FACILITY #2 STRUCTURE (Soccer Fields) Pipe Invert Invert Out Pipe Diameter (fl) Pipe Area (sq. ft.) Length of Pipe Pipe Slope (!Ult) n Emergency Spillway Length of Spillway Normal Water Surface 300.12 299.50 2.75 5.94 104.84 0.0059 0.0140 308.50 40.00 Pond Stage rtt.l ... 300.12'." 301.00. 302.00 ; 303.00 304;00 / 305.00 306.0o 307.00 308.00 308,50· 309.oo 309.60. ' 310.00 ' 311.00 Pipe a Mannings Oriflca lclsl lcfsl 0.00 0.00 8.40 0.00 30.72 20.32 0.00 35.08 0.00 45.26 0.00 53.54 0.00 60.70 0.00 67.10 0.00 72.94 0.00 75.69 0.00 76.35 0.00 80.92 0.00 83.40 0.00 86.17 Design Q (cfs)' 0.00 8.40 20.32 35.08 45.26 53.54 60.70 67.10 72.94 75.69 78.35 80.92 63.40 68.17 Riser Elev. Riser Width (fl.) Riser Weir Length (fl.) Riser Grate Area (sq. It.) Barrel Invert Barrel Width (fl.) Barrel Height (II.) Number or Barrels Rlser1 Q Orifice Weir (cfsl (cfsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 79.45 104.16 112.36 208.32 137.61 312.48 148.63 364.56 156.89 416.64 168.53 468.72 177.65 520.60 194.60 624.96 Riser No. 1 Design Q tcfsl 0.00 0.00 0.00 0.00 0.00 0.00 79.45 112.36 137.61 148.63 158.89 168.53 177.65 194.60 Stage/Storage and Stage/Discharge 305.00 4.96 24.80 16.50 299.89 5.00 4.00 1.00 Orifice (cfsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 300.12 301.00 302.00 303.00 304.00 306.00 306.00 307.00 308.00 308.60 309.00 309.50 310.00 Water Surface Elevation (ft) Type AD Grate Width 2.48 Length 2.48 Number of Grates Wide 1.00 Number or Grates Long 4.00 Grate Open Area 4.125 Rlser2 Q Weir Design Q tcfsl lclsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser No. 2 Riser Elev. 313.00 Riser Width (fl.) 4.96 Riser Weir Length (fl.) 24.80 Riser Grate Area (sq. II.) 16.50 Barrel Q SplllwayQ Orifice Weir Weir Discharge C lcfsl (cfsl refs\ lefsl 48.18 1.65 0.00 .. -·o:oir ... 101.46 17.54 0.00 8.40 31.94 45.97 0.00 ; 20.32. 101.46 82.27 0.00 35.08 139.88 124.98 0.00 45.26' 169.83 173.27 0.00 . 53.54 : 195.23 226.54 0.00 140.15 217.69 284.38 0.00 179.46 238.04 346.44 0.00 210.65 247.59 376.96 0.00 224.32 256.76 412.45 42.43 279;67 265.65 446.87 120.00 1: 369.45 274.24 462,19 220.45 ' 48f51" 290.66 565.47 474.34 • '757.12 Type AD Grate Width 2.48 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 Surface Arel Surface Arai rsa. rt.l CAcrel 0.00 0.000 1375.00 0.032 15493.00 0.356 32937.00 0.756 47758.00 1.096 81384.00 1.666 109613.00 2.516 119303.00 2.739 126320.00 2.900 129867.00 2.981 133416.00 3.063 137006.00 3.145 146664.00 3.344 145664.00 3.344 TYPICAL WET POND Volume Incremental (Acre-Ft Vol IAc.-ltl 0.00000 -···o:ooo--· 0.00926 .0.009 0.16440 ·0.114 0.54346 0.717 0.92100 1.638 1.46530 ' 3.103 2.16432 6.286 2.62661 7.916 2.81896 10.734 1.47026 12.204 1.51100 ' 13.715. 1.55197 15.267 1.62206 ' 16.889. 3.34399 .20:233 STORM WATER DETENTION FACILITY EXHIBIT D-4 5/2/2005 Det-Struct-Pond#2-soccer.xls