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HomeMy WebLinkAboutPacket with large format mapsCHERRY CREEl( ES TA TES SE C TION 4 DRAINA GE REPORT PREPARED FOR: Platinum Properties, L.L.C. 9551 Delegates Row Indianapolis, IN 46240 PREPARED B Y: Chad A. Miller Stoeppelwerth and Associates (317) 577- 3400, ext. 33 DA TE PREPARED: March 31, 2004 CHERRY CREEK ESTATES SECTION 4 TABLE OF CONTENTS , .,,, ,.,,. 1. PROJECT NARRATIVE 2. PRE-DEVELOPED CONDITIONS 3. POST-DEVELOPED CONDITIONS 4. PIPE SIZING CALCULATIONS 5. GUTTER SPREAD CALCULATIONS 6. EMERGENCY OVERFLOW CALCULATIONS 7. BACK COVER POCKET POST-DEVELOPED STORAGE-ROUTING MODEL BASIN MAP POST-DEVELOPED PIPE-SIZING MODEL BASIN MAP PRE-DEVELOPED & OFFSITE BASIN MAP CHERRY CREEK ESTATES SECTION 4 DRAINAGE NARRATIVE Platilmm Properties, L.L.C. is proposing the development of a residential subdivision in Hamilton County to be known as Cherry Creek Estates, Section Four. The site is located on the East Side of Hazel Dell Parkway and on the Northwest Corner of the intersection with Cherry Tree Road. The site is more specifically located in a part of the Southwest and Southeast Quarters of Section 22, Township 18 North, Range 4 East in Clay Township, Hamilton County, Indiana. EXISTING CONDITIONS The pre-developed Cherry Creek Estates site has been analyzed as one single basin that entirely drains to the Vestal Ditch, or locally known as Kirkendall Creek at that location. All 65.34 acres of the pre-developed site runs directly into the Vestal Ditch. One offsite basin to the north of the site's boundary also drains through Cherry Creek Estates and then into the Vestal Ditch. The soils of the onsite basin are predominantly type B, Miami, Ockley, and Fox. The offsite soils have also been analyzed using the S.C.S. Soil Survey of Hamilton County. The soils of the offsite basin are predominantly type B, Miami and Ockley. More details about the offsite basins can be found in the curve number worksheets in the "Post-Developed Conditions" section of this report. To establish the 100-year allowable discharge rate for the post-developed Cherry Creek Estates site, the 1 O-year storm event was run for the pre-developed onsite basin, and the 100-year storm event was run for the pre-developed offsite basin. Likewise, to establish the 2-year allowable disc[targe rate, the 2-year storm event was run for the pre- developed onsite basin, and the 1 O-year storm event was run for the pre-developed offsite basin. Time of Concentrations (Tc' s) and Curve Numbers (CN' s) were calculated for the basins using TR-55 methodology. These pre-determined values were entered into ICPR and used to compute multiple hydrographs. 2-year and 10-year hydrographs were developed for the basins. Pre-Developed Discharge into Vestal Ditch (Critical Duration Analysis) 2-year onsite- 58.26 c.f.s. 1 O-year onsite - 110°94 c.£s. PROPOSED CONDITIONS There will be one pond in the post-developed modeling presented with this submittal, which encompasses Section Four and some future areas. The pond being built with Section Four directly releases into the Vestal Ditch. The tailwater setting of 759.1 feet at the pond's outlet point was obtained by finding the 100-year elevation from the Hamilton County Flood Insurance Study of the Vestal Ditch. The post-developed site was analyzed using a combination of programs. All pond routing and analysis was completed using Advanced ICPR. This program routes and analyzes all components in a storm system on a user-defined time interval. The second program used was StormCAD. This program analyzes pipe sizing for pipe networks other than those routing water between lakes. Time of Concentrations (Tc's) and Curve Numbers (CN's) were calculated for the basins using TR-55 methodology. These pre-determined values were entered into ICPR and used to compute multiple hydrographs. 2-year, 10-year, 100-year hydrographs were developed for the post-developed basins. Post-Developed Discharge into Vestal Ditch (Critical Duration Analysis) 1 O-year onsite - 26.56 c.fis. 100-year onsite = 46.22 c.f.s. QUAD.RANGLE MAP SOIL MAP Soil S.~'c. ale Map Sheet Issued ig~V. 19 7-t~ .: ..... PRE-DEVELOPED CONDITIONS Cherry Creek Estates Job # 43405 Pre-Developed Site Off Basin 1 Subbasin Area Agricultural 41.93 ac Total 41.93 ac CN 75 75 Basin 1 Subbasin Area Agricultural 65.34 ac CN 75 Total 65.34 ac 75 c: 0 0 ********************-** LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** CHERRY CREEK ESTATES, EASTERN SYSTEM PREDEVELOPED SITE - CRITICAL DURATIONANALYSIS 1 0.10209 75.0 1.09 1 1 1 1 1 BASIN1 2 0.06551 75.0 1.29 1 1 1 1 1 OFF1 123 111 JOB TR-20 TITLE 001 TITLE 6 RUNOFF 1 001 6 RUNOFF 1 002 6 ADDHYD 4 003 ENDATA 7 INCREM 6 7 COMPUT 7 001 7 COMPUT 7 002 ENDCMP 1 7 COMPUT 7 001 7 COMPUT 7 002 ENDCMP 1 ENDJOB 2 ~1.1 001 0.0 2.93 1.0 2 2 02 24 02YEA_R 003 0.0 4.15 1.0 2 2 02 24 10YEAR ¢101 0. (] 4.15 1.0 2 2 10 24 10YEkR 003 0.0 5.75 1.0 2 2 10 24 00YEAR ******END OF 80-80 ************************************ **************************** EXECUTIVE CONTROL OPERATION INCREM + MAIN TIME INCREMENT = .10 HOURS EXECUTIIrE CONTROL OPERATION COMPUT + FROM XSECTION 1 TO XSECTION 1 + STARTING TIME = .00 RAIN DEPTH = 2.93 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.= 2 STORM NO.=24 MAIN TIME INCREMENT =.10HOURS RECORD ID RECORD ID 02YEAR ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION 1 PEAK TIME ( HR S ) P EDJ< D I S CHA/RGE ( C FS ) PEAKELEVAT I ON ( FEE T ) 12 . 64 26.86 (RUNOFF) 23 . 71 I . 48 (RUNOFF) TIME(HRS) FIRSTHYDROGRAPH POINT = .00 HOURS .00 .01 .04 11.00 DISCHG .00 12.00 DISCHG 5.32 9.04 13.69 18.59 13.00 DISCHG 20.97 18.58 16.53 14.84 14.00 DISCHG 7.81 7.23 6.73 6.29 15.00 DISCHG 4.26 4.06 3.89 3.73 16.00 DISCHG 3.07 3.01 2.96 2.91 17.00 DISCHG 2.71 2.66 2.61 2.56 18.00 DISCHG 2.37 2.34 2.31 2.26 19.00 DISCHG 1.99 1.97 1.96 1.95 20.00 DISCHG 1.91 1.88 1.85 1.81 21.00 DISCHG 1.54 1.52 1.51 1.50 22.00 DISCHG 1.47 1.47 1.47 1.47 23.00 DISCHG 1.48 1.48 1.48 1.48 24.00 DISCHG 1.46 1.43 1.38 1.30 .33 .26 .21 25.00 DISCHG .41 .03 .03 .02 26.00 DISCHG .04 RUNOFF VOLI/ME ABOVE BASEFLOW = .91 WATERSHED INCHES, HYDROGRAPH FOR XSECTION TIME INCREMENT = .10 HOURS .08 22.77 13.39 5.90 3.60 2.88 2.52 2.21 1.94 1.76 1 49 1 47 1 48 1 20 17 O2 DRAINAGEA_REA = .10 SQ.MI. .15 .30 .61 1.30 2.76 25.54 26.76 26.61 25.38 23.39 12.13 11.02 10.05 9.21 8.46 5.56 5.24 4.96 4.70 4.47 3.48 3.39 3.30 3.22 3.14 2.86 2.83 2.81 2.79 2.75 2.48 2.45 2.43 2.41 2.40 2.16 2.11 2.07 2.04 2.01 1.94 1.93 1.93 1.93 1.92 1.71 1.67 1.63 1.59 1.56 1.49 1.48 1.48 1.48 1.47 1.47 1.47 1.47 1.47 1.47 1.48 1.48 1.48 1.48 1.48 .78 .64 .52 1.06 .92 .13 .11 .08 .07 .05 .01 .01 .01 .01 .00 60.25 CFS-HRS, 4.98 ACRE-FEET; BASEFLOW = .o0 CFS 1, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- EXECUTIVECONTROL OPERATION COMPUT + FROM XSECTION 2 + TO XSECTION 3 RAIN DEPTH = 4.15 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 STARTING TIME = .el0 ALTERNATE NO.= 2 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID 10YEAR ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION 2 PEA/K TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.75 31.80 (RUNOFF) 23.7(/ 1.59 (RUNOFF) * FIRST POINT OF FLAT PEAK . TR20 XEQ 02-20-03 13:15 REV PC 09/83(.2} CHERRY TREE MEADOWS, SECTION 1 & 2 PREDEVELOPED SITE - CRITICAL DURATION ~ALYSIS JOB 1 PASS PAGE TIME(HRS) 9.00 10.00 i1.00 12.00 13.00 FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .07 SQ.MI. DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 DISCHG .02 .03 .04 .07 .09 .13 .17 .22 .28 .36 DISCHG .45 .55 .67 .82 .99 1.19 1.48 1.93 2.71 4.16 DISCHG 6.56 9.92 14.16 19.00 23.78 27.73 30.36 31.65 31.70 30.73 DISCHG 28.98 26.71 24.11 21.56 19.35 17.47 15.86 14.44 13.18 12.04 14.00 DISCHG 11.04 15.00 DISCHG 5r49 16.00 DISCHG 3.64 17:00 DISCHG 3.06 18.00 DISCHG 2.65 19.00 DISCHG 2.23 20.00 DISCHG 2.09 21.00 DISCHG 1.73 22.00 DISCHG 1.60 23.00 DISCHG 1.59 24.00 DISCHG 1.58 25.00 DISCHG .65 26.00 DISCHG .10 27.00 DISCHG .01 10.15 5.20 3.53 3.01 2.62 2.20 2.07 1.70 1 6O 1 59 1 56 54 08 01 9.36 8.66 8.04 7.49 7.00 6.56 4.94 4.71 4.51 4.33 4.18 4.03 3.44 3.37 3.31 3.26 3.22 3.18 2.96 2.91 2.86 2.81 2.77 2.73 2.58 2.54 2.49 2.44 2,39 2.35 2.18 2.16 2.15 2.14 2.13 2.12 2.05 2.01 1.97 1.93 1.88 1.84 1.68 1.66 1.65 1.63 1.62 1.62 1.60 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1.59 1,59 1.59 1.53 1.47 1.39 1.29 1.17 1.04 .45 .37 .30 .25 .21 .17 .07 .05 .04 .04 .03 .02 .01 .01 .oo RUNOFF VOLUME Ai3OVE BASEFLOW = 1.78 WATERSHED INCHES, --- HYDROGRAPH FOR XSECTION 6.17 3.89 3.14 2.70 2.30 2 11 1 80 1 61 1 59 1 59 91 14 (12 5.81 3.76 3.10 2,68 2.26 2.10 1.76 1.61 1.59 1.59 .78 .12 .02 75.30 CFS-HRS, 6.22 ACRE-FEET; BASEFLOW = .00 CFS 2, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- OPEBATiON ADDHYD CRC)SS SECTION 3 HYDROGKAPH FOR XSECTION 3, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGI~APH FILE --- EXECUTIVE CONTROL OPEBA_TION ENDCMP + COMPUTATIONS COMPLETED FOR PASS 1 RECORD ID EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 1 + TO XSECTION 1 STA~RTING TIME = .00 PAIN DEPTH = 4.15 RAIN DUi~TION= 1.00 RAIN TJtBLE NO.= 2 ALTERNATE NO.=10 STORM NO.=24 PLAINTIME INCREMENT = .10 HOURS RECORD ID 10YEAR ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION 1 PEAK TIME(HRS) PEAKDISCHA_RGE(CFS) 12.61 55.69 23.68 2.48 TIME{HRS) FIRST HYDROGRAPH POINT = .00 HOURS 1 PEAl4 ELEVATION (FEET) (RUNOFF) { RUNOFF) TIME INCREMENT = .10 HOURS DRAINAGE AREA = .10 SQ.MI. TR20 XEQ 02-20-03 13:15 REV PC 09/83(.2) CHERRY TREE MEADOWS, SECTION 1 & 2 PREDEVELOPED SITE - CRITICAL DURATION A/qALYSIS JOB 1 PASS 2 PAGE 2 9.00 DISCHG 10.00 DISCHG 11.00 DISCHG 12.00 DISCHG 13.00 DISCHG 14.00 DISCHG 15.00 DISCHG 16.00 DISCHG 17.00 DISCHG 18.00 DISCHG 19.00 DISCHG 20.00 DISCHG 21.00 DISCHG 22.00 DISCHG 23.00 DISCHG 24.00 DISCHG 25.00 DISCHG 26.00 D!SCHG 27.O0 DISCHG .0 (~ .04 .9O 14.88 41.36 14.22 7.46 5.30 4.64 4.05 3.37 3 23 2 60 2 48 2 47 2 45 69 .07 RUNOFF VOLUME ABOVE BASEFLOW = .00 .07 1.10 22 72 36 27 13 11 7 10 5 19 4 56 3.99 3.35 3.19 2.57 2.47 2.48 2.40 55 .06 00 10 1 34 32 13 31 98 12 14 6 78 5 09 4.47 3.93 3.32 3 13 2 55 2 47 2 48 2 31 44 04 .00 .15 1.61 41.66 28 46 11 29 6 49 5 01 4 39 3 85 3.31 3.05 2.53 2.47 2.48 2.18 .35 .03 .0o .21 1.93 49.41 25.46 lO.55 6.25 4.95 4.31 3.76 3.29 2.97 2.51 2.47 2.48 2.oo .28 .03 .oo .28 2.32 54.14 22.88 9.89 6.04 4.91 4.25 3.67 3.28 2 89 2 50 2 47 2 48 1 78 22 02 .oo .36 2.91 55.68 2o.61 9.30 5.86 4.87 4.19 3.59 3.27 2 81 2 49 2 47 2 48 1 54 18 02 .oo .47 3.88 54.50 18.67 8.77 5.71 4.83 4.15 3.52 3.27 2.74 2.49 2.47 2.48 1.3o .14 .Ol .Ol .59 5.72 51.28 16 98 8 29 5 56 4 78 4 12 3 46 3.26 2.68 2.48 2.47 2.48 1,07 .11 .01 1.78 WATERSHED INCHES, 117.16 CFS-HRS, 9.68 ACRE-FEET; BASEFLOW = HYDROGRAPH FOR XSECTION 1, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE .O2 .73 9.21 46.65 15.51 7.86 5.43 4.72 4.09 3.41 3.25 2.64 2.48 2.47 2.47 .86 .09 .01 .00 CFS EXECUTIXFE CONTROL OPERATION COMPUT + FROM XSECTION 2 + TO XSECTION 3 RAIN DEPTH = 5.75 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 STA/~TING TIME = .00 ALTERNATE NO.=10 STORM N0.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID OOYEAR A/qT. MOIST. COND= 2 OPERATIONRUNOFF CROSS SECTION 2 PEAK TIME(HRS] PEAKDISCHARGE(CFS) 12.73 56.29 23.68 2.45 TIME(HRS) FIRSTHYDROGRAPHPOINT= .00 HOURS .00 .00 .01 8.00 DISCHG .(0 .19 .24 .29 9.00 DISCHG .15 10.00 DISCHG .75 .83 .92 1.01 PEAK ELEVATION{FEET) (RUNOFF) (RUNOFF) TIME INCREMENT = .10 HOURS .Ol .o3 .04 .34 .40 .46 1.11 1.21 1.33 DRAINAGE AREA = .07 SQ.MI. .06 .09 .12 .53 .60 .67 1.47 1.63 1.81 11 00 12 00 13 oo 14 oo 15 oo 16 oo 17.00 18.00 19.00 DISCHG 2 DISCHG 13 DISCHG 50 DISCHG DISCHG 8 DISCHG 5 DISCHG 4 DISCHG 4 DISCHG 3 26 2.55 2 89 27.34 35 03 41.29 36 68 15.33 14 30 7.87 7 55 5.41 5 71 4.62 4 07 4.02 3 42 3.38 3 3 23 43 76 32 80 13 07 7 16 5 19 4 46 3 88 3 33 4 27 54 39 26 63 11 31 6 61 5 04 4 32 3 72 3 30 5.19 6.73 9.47 56.17 55.79 53.68 24.14 21.93 19.95 10.58 9.92 9.32 6.36 6.14 5.92 4.98 4.92 4.85 4.26 4.21 4.17 3.65 3.58 3.52 3.28 3.27 3.26 TR20 XEQ 02-20-03 13:15 REV PC 09/83(.2) CHERRY TREE MEADOWS, SECTION 1 & 2 PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS 20.00 DISCHG 3.24 21.00 DISCHG 2.67 22.00 DISCHG 2.47 23.00 DISCHG 2.45 24.00 DISCHG 2.43 25.00 DISCHG 1.00 26.00 DISCHG .15 27.00 DISCHG .02 RUNOFF VOLUME A~BOVE BASEFLOW = 21 3.17 63 2.59 47 2.46 45 2.45 40 2.35 84 .69 12 .10 02 .01 3.07 WATERSHED INCHES, HYDROGRAPH FOR XSECTION 12 3.05 56 2.54 46 2.46 45 2.45 26 2.14 57 .47 08 .07 O1 .01 JOB 1 91 2.84 2.78 2.72 51 2.50 2.49 2.48 45 2.45 2.45 2.45 45 2.45 2.45 2.44 80 1.60 1.39 1.19 32 .26 .22 .18 05 .04 .03 .02 00 129.88 CFS-HRS, 10.73 ACRE-FEET; BASEFLOW = 2, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- OPERATION ADDHYD CROSS SECTION 3 HYDROGRAPH FOR XSECTION 3, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE COMPUTATIONS COMPLETED FOR PASS 2 EXECUTIVE CONTROL OPERATION ENDCMP + · 00 CFS RECORD ID PASS PAGE EXECUTIVE CONTROL OPERATION ENDJOB 1 RECORD ID TR20 XEQ 02-20-03 13:15 REV PC 09/83(.2) CHERRY TREE MEADOWS, SECTION 1 & 2 PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 SUiv~Y TABLE1- SELECTED RESULTS OF STANDA_RD 7%ND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD PAIN ANTEC MAIN PRECIPITATION STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION (SQ MI) (HR) (HR) (IN) (HR) (IN) PEAK DISCHARGE ELEVATION TIME (FT) (HR) RATE (CFS) ALTERNATE 2 STORM 24 + XSECTION 1 RUNOFF .10 XSECTION 2 RUNOFF .07 XSECTION 3 ADDHYD .17 ALTERNATE 10 STORM 24 + XSECTION XSECTION XSECTION 1 2 2 .10 .0 2.93 24.00 .91 2 2 .10 .0 4.15 24.00 1.78 2 2 .10 .0 4.15 24.00 1.25 1 RUNOFF .i0 2 2 .10 .0 4.15 24.00 1.78 2 RUNOFF .07 2 2 .10 .0 5.75 24.00 3.07 3 ADDHYD .]7 2 2 .10 .0 5.75 24.00 2.28 12.64 12.75 12.70 12.61 12.73 12.66 26.86 31.80 58.26 55.69 56.29 110.94 TR20 XEQ 02-20-03 13:15 REV PC 09/83(.2) CHERRY TREE MEADOWS, SECTION 1 & 2 PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 SUMiVzARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS .......... ID (SQ MI) 24 0 XSECTION 1 .10 + ALTERNATE 2 26.86 ALTERNATE 10 55.69 0 XSECTION 2 .07 + ALTERNATE 2 31.80 SUMMARY PAGE 4 RATE (CSM) 263.1 485.5 347.6 545.5 859.2 662.0 SU~Y PAGE 5 ALTERNATE 10 0 XSECTION 3 + .17 ALTERNATE 2 ALTERNATE 10 1END OF 1 JOBS IN THIS RUN 56.29 58.26 110.94 POST-DEVELOPED CONDITIONS lib aaa Cherry Creek Farms East Job # 43405 Post-Developed Site Basin 802 to Pond 4 Subbasin Area CN Residential 1.85 ac 79 Total 1.85 ac 79 Basin 806 to Pond 4 Subbasin Area CN Residential 6.82 ac 79 Total 6.82 ac 79 Basin 820 to Pond 4 Subbasin Area CN Residential 12.93 ac 79 Total 12.93 ac 79 Basin 845 to Pond 4 Subbasin Area CN Residential 26.48 ac 79 Total 26.48 ac 79 Date: 2/19/03 Offsite 845 to Pond 4 Subbasin Area Agricultural 41.93 ac Total 41.93 ac Pond 4 Subbasin Area Residential Impervious 2.78 ac 1.47 ac Total 4.25 ac CN 75 75 Onsite CN 79 98 86 m Im im m Im m im im im im imm imm mm mm mm mm mm m 0 0 mm Basins Name: BAS802 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.850 Curve Number: 79.00 DCIA %): 0.00 Node: POND4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (min): 14.40 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999 000 Name: BAS806 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 6.820 Curve Number: 79.00 DCIA %): 0.00 ___ Node: POND4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 16.60 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999 000 Name: BAS820 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 12.930 Curve Number: 79.00 DCIA %): 0.00 Node: POND4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc(min): 19.50 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999 000 Name: BAS845 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 26.480 Curve Number: 79.00 DCIA %): 0.00 Node: POND4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 24.20 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999 000 l Name: OFF845 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 41.930 Curve Number: 75.00 DCIA %): 0.00 ___ Node: POND4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 75.80 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999 000 Name: POND 4 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 4.250 Curve Number: 86.00 DCIA %): 0.00 Node: POND4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 26.60 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999 000 Nodes Name: OUTLET Base Flow(cfs): 0.000 Init Stage(ft): 752.950 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 5 Group: BASE Type: Time/Stage Warn Stage ft): 759.100 Time (hfs) 0.00 12.50 30.00 Stage(ft) 752.950 759.100 752.950 Name: POND4 Group: BASE Type: Stage/Area Base Flow (cfs) : 0. 000 Init Stage Warn Stage ft): 755.000 ft ): 761. 000 l l Stage ( ft ) Area(ac) 755 000 756 000 757 000 758 000 759 000 760 000 761 000 762 000 1 4700 1 6100 I 7700 1 9200 2 0900 2 2600 2 4300 2 6100 Operating Tables Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) Pipes Name: 800-801 From Node: POND4 Group: BASE To Node: OUTLET UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 36.00 36.00 Rise(in): 36.00 36.00 Invert(ft): 755.000 752.950 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Length(ft): 410.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Positive Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Weirs Name: Group: BASE Flow: Both Type: Horizontal Span(in): 0.00 Rise(in): 0.00 Invert(ft): 0.000 Control Elevation(ft): 0.000 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 From Node: To Node: Count: 1 Geometry: Circular TABLE Interconnected Chmmel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 5 I I I i I Bridges Name: Group: BASE XSEC TYPE NAME Exit Full Valley Approach Roadway Road Surface Material: Paved Road Embankment Top Width(ft): 0.00 Road Unsubmerged Weir Q Coef: 0.000 From Node: To Node: INV(ft) 0.000 STAT ( ft ) 0.00 Flow: Both Run WSPRO: No SKEW(deg) 0.000 RATING CURVE CONTROL TW(ft) QMin(cfs) 0.000 0.000 0.000 0.00 0.00 0.00 OMax {cf s) Qlnc(cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EXPAN 0.500 0.50O 0.500 CONTRAC 0.000 0.000 0.000 I I I I I Breaches Name: Group: BASE Bottom Width(ft): 0.00 Left Side Slope(h/v): 0.00 Right Side Slope(h/v): 0.00 Bottom Breach Elev(ft): 0.000 Top Breach Elev(ft): 0.000 From Node: To Node: Count: 1 Flow: Both Water Surface Elev(ft): 0.000 Breach Duration(hrs): 0.00 Power Coef: 0.00 Weir Discharge Coef: 0.000 Rating Curves Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 %4: 0.000 0.000 I I I I Hydrology Simulations Name: 100YEA.R Filename: S:\43405\Drainage\ICPR- Brockk100YEAR.R32 Override Defaults: Yes Storm Duration(hfs): 24.00 Rainfall File: SCSII-24 Rainfall Amount(in): 5.75 Time(hrs) Print Inc{min) 60.000 5.00 Name: 10YEAR Filename: S:\43405\Drainage\ICPR- Brockk10YEAR.R32 Override Defaults: Yes Storm Duration(hfs): 24.00 Rainfall File: SCSII-24 Rainfall Amount(inl: 4.15 Time(hrs) Print Inc(min) 60.000 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 5 l l Name: 2YEAR Filename: S:\~3405\Drainage\ICPR- Brock\2YEAR.R32 Override Defaults: Yes Storm Duration(hfs): 24.00 Rainfall File: SCSII-24 Rainfall Amount(in}: 2.93 Time(hrs) Print Inc(min) 60.000 5.00 Routing Simulations Name: 100YEAR Hydrology Sim: t00YEAR Filename: S:\43405\Drainage\ICPR- Brock\100YEAR.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Cherry Creek Estates- Eastern System Patch: No Delta Z Factor: 0.01000 End Time(hrs): 60.00 Max Calc Time(sec): 100o0000 Boundary Flows: Time (hrs) Print Inc (rain) 60.000 5.000 Group Run BASE Yes Name: 10YEAR Hydrology Sim: 10YEAR Filename: S:\43405\DrainagelICPR- Brockk10YEAR.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Cherry Creek Estates- Eastern System Patch: No Delta Z Factor: 0.01000 End Time(hfs): 60.00 Max Calc Time(sec): 100.0000 Boundary Flows: Time (hrs) Print Inc (min) 60.000 5.000 Group Run __ BASE Yes Name: 2YEAR Hydrology Sim: 2YEAR Filename: S:1434051Drainage\ICPR- BrockI2YEAR.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Cherry Creek Estates- Eastern System Patch: No Delta Z Factor: 0.01000 End Time(hrs): 60.00 Max Calc Time(sec): 100.0000 Boundary Flows: l Time(hrs) Print Inc(min) 60.000 5.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 5 fill illl Group Rum BASE Yes Boundary Conditions I l Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 5 o~o ooo ooo . ooo 000 oo'/03 ooo ooo ooo · o ??° PIPE SIZING CALCULATIONS Scenario: Design 2/19/03 ami Structure Input Report Stru ctu re Area In let Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 820 821 0.18 0.41 6.90 0.44 5.93 822 0.33 0.45 10.20 0.74 4.98 824 1.57 0.33 13.00 2.42 4.64 825 0.68 0.46 10.90 1.54 4.89 826 0.68 0.46 11.00 1.54 4.88 827 0.80 0.33 11.50 1.28 4.82 828 0.40 0.45 10.00 0.91 5.00 829 0.37 0.45 10.00 0.84 5.00 830 831 0.97 0.34 12.40' 1.57 4.71 832 0.37 0.42 9.00 0.83 5.30 833 0.59 0.46 8.60 1.48 5.42 834 835 0.61 0.34 7.70 1.19 5.69 836 0.56 0.34 11.50 0.93 4.82 837 0.34 0.46 9.50 0.81 5.15 838 0.32 0.46 9.50 0.76 5.15 839 840 0.24 0.34 6.40 0.50 6.08 841 842 0.36 0.41 7.10 0.87 5.87 843 0.91 0.47 10.70 2.12 4.92 844 0.49 0.34 8.20 0.93 5,54 845 846 0.35 0.45 9.40, 0.82 5.18 847 0.35 0.45 9.501 0.82 5.15 848 0.50 0.33 9.70 0.85 5.09 849 0.39 0.42 7.80 0.93 5.66 850 0.61 0.48 10.50 1.46 4.94 852 1.13 0.33 14.30 1.69 4.48 853 0.81 0.47 12.10 1.82 4.75 854 0.50 0.49 11.90 1.18 4.77 855 0.29 0.33 9.50 0.50 5.15 856 0.88 0.34 11.60 1.45 4.81 857 1.33 0.46 9,30 3.21 5.21 858 1.55 0.46 11.80 3.44, 4.78 859 0.61 0.33 11.50 0.98 4.82 860 1.47 0.47 11.70 3.34 4.80 861 3.11 0.30 27.40 3.09 3.28 862 0.77 0.34 12.30 1.25 4.72 863 0.42 0.48 5.80 1.27 6.26 864 0.81 0.39 29.40 1.00 3.10 865 0.65 0.46 10.50, 1.49 4.94 866 0.43 0.45 10.40 0.97 4.95 867 0.28 0.45 6.00 0.79 6.20 868 0.43 0.50 5.00 1.41 6.50 870 1.01 0.35 14.60 1.58 4.45 870B 871 1.82 0.28 28.90 1.62 3.15 872 0.74 0.50 6.00 2.31 6.20 .... Title' 43405_Sec2 Project Engineer: Dave Stoeppelwerth s:\43405\drainage\stmc\43405_sec 4-final.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 03/31/04 01:15:37 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 2 Scenario: Design 2/19/03 Structure Input Report Structu re Area In let Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 872A 21.75 0.30 35.40 18.88 2.87 873 1.49 0.50 12.80 3.50 4.66 873A 874 1.07 0.34 12.40 1.73 4.71 875 0.26 0.50 7.70 0.75 5.69 876 1.77 0.34 29.50 1.86 3.09 877 0.71 0.48 11.90 1.64 4.77 878 14.13 0.31 39.40 12.10 2.74 879 5.75 0.31 28.90 5.57 3.15 aim Title: 43405_Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 01:15:37 PM © Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 2 of 2 Scenario' Design 2/19/03 Pipe Input Report Label Section Section (::onstructe ~1 Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ft/ft) Elevation Elevation (ft) (rt) 821-820 24 inch Circular 0.024 160.00 821 758.90 820 755.00 822-821 24 inch Circular 0.010 30.00 822 759.20 821 758.90 824-822 24 inch Circular 0.010 123.00 824 760.43 822 759.20 825-824 12 inch Circular 0.030 161.00 825 765.88 824 761.05 826-825 12 inch Circular 0.004 30.00 826 766.00 825 765.88 827-824 21 inch Circular 0.025 360.00 827 769.43 824 760.43 828-827 21 inch Circular 0.004 164,00 828 770.08 827 769.43 829-828 21 inch Circular 0.004 30.00 829 770.20 828 770.08 830-829 21 inch Circular 0.004 140.00 830 770.76 829 770.20 831-830 21 inch Circular 0.004 62.00 831 771.01 830 770.76 832-831 15 inch Circular 0.015 149.00 832 770.94 831 768.70 833-832 15 inch Circular 0.004 30.00 833 771.06 832 770.94 834-833 12 inch Circular 0.004 36.00 834 771.20 833 771.06 835-834 12 inch Circular 0.004 100.00 835 771.60 834 771.20 836-831 15 inch Circular 0.004 296.00 836 772.19 831 771.01 837-836 12 inch Circular 0.007 148.00 837 770.92 836 769.88 838-837 12 inch Circular 0.004 30.00 838 771.04 837 770.92 839-838 12 inch Circular 0.004 40.00 839 771.20 838 771.04 840-839 12 inch Circular 0.004 94.00 840 771.57 839 771.20 841-827 15 inch Circular 0.004 190.00 841 767.89 827 767.13 842-841 15 inch Circular 0.004 30.00 842 768.01 841 767.89 843-842 15 inch Circular 0.004 30.00 843 768.13 842 768.01 844-843 12 inch Circular 0.004 118.00 844 768.60 843 768.13 846-845 48 inch Circular 0.016 245.00 846 758.92 845 755.00 847-846 48 inch Circular 0.003 30.00 847 759.01 846 758.92 848-847 48 inch Circular 0.002 140.00 848 759.29 847 759.01 849-848 42 inch Circular 0.003 203.00 849 759.90 848 759.29 850-849 42 inch Circular 0.002 30.00 850 759.96 849 759.90 852-850 42 inch Circular 0.003 120.00 852 760.32 850 759.96 853-852 42 inch Circular 0.003 137.00 853 760.73 852 760.32 854-853 42 inch Circular 0.003 26.00 854 760.81 853 760.73 855-848 30 inch Circular 0.002 85.00 855 759.47 848 759.29 856-855 30 inch Circular 0.002 117.00 856 759.70 855 759.47 857-856 18 inch Circular 0.004 139.00 857 760.27 856 759.71 858-857 15 inch Circular 0.004 30.00 858 760.39 857 760.27 859-856 24 inch Circular 0.002 175.00 859 760.06 856 759.70 860-859 15 inch Circular 0.010 149.00 860 762.20 859 760.71 861-860 15 inch Circular 0.004 27.00 861 762.30 860 762.20 862-859 21 inch Circular 0.002 370.00 862 760.78 859 760.06 863-862 12 inch Circular 0.056 26.00 863 762.26 862 760.80 864-863 12 inch Circular 0.004 60.00 864 762.50 863 762.26 865-862 15 inch Circular 0.004 140.00 865 761.36 862 760.78 866-865 15 inch Circular 0.004 30.00 866 761.48 865 761.36 867-866 12 inch Circular 0.004 27.00 867 761.59 866 761.48 868-867 12 inch Circular 0.004 62.00 868 761.84 867 761.59 870-870B 42 inch Circular 0.003 406.00 870 762.28 870B 761.10 870B-854 42 inch Circular 0.003 97.00 870B 761.10 854 760.81 871-870 27 inch Circular 0.005 28.00 871 762.42 870 762.28 872-871 27 inch Circular 0.005 60.00 872 762.69 871 762.42 872A-872 27 inch Circular 0.005 19.00 872A 762.78 872 762.69 873-873A 15 inch Circular 0.004 22.00 873 763.04 873A 762.95 Title: 43405 Sec2 - Project Engineer: Dave Stoeppelwerth s:\43405\drainage\stmc\43405_sec 4-final.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 03/31/04 01'15:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Design 2/19/03 Pipe Input Report Label Section Section (;onstructe J Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ft/ft) Elevation Elevation (ft) (ft) 873A-870 30 inch Circular 0.004 168.00 873A 762.95 870 762.28 874-873A 27 inch Circular 0.005. 179.00 874 763.76 873A 762.95 875-874 27 inch Circular 0.005 115.00 875 764.24 874 763.70 876-875 15 inch Circular 0.003 60.00 876 764.40 875 764.24 877-875 27 inch Circular 0.004 30.00 877 764.68 875 764.56 878-877 27 inch Circular 0.004 30.00 878 764.80 877 764.68 ,,879-878 15 inch Circular 0.013 142.00 879 766.65 878 764.80 Title: 43405_Sec2 s:\43405\d rainage\stmc\43405_sec 4-final.stm 03/31/04 01'15:45 PM © Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Rrookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 2 of 2 ~.. Scenario' Design 2/19/03 Pipe Output Report Label Section Length Mannings ~;onstructe, Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (E/fi) Elevation Elevation (E/s) (cfs) (ft) (ft) 821-820 24 inch 160.00 0.013 0.024 821 758.90 820 755.00 9.23 35.32 822-821 24 inch 30.00 0.013 0.010 822 759.20 821 758.90 7.00 22.62 824-822 24 inch 123.00 0.013 0.010 824 760.43 822 759.20 6.87 22.62 825-824 12 inch 161.00 0.013 0.030 825 765.88 824 761.05 4.49 6.17 826-825 12 inch 30.00 0.013 0.004 826 766.00 825 765.88 2.56 2.25 827-824 21 inch 360.00 0.013 0.025 827 769.43 824 760.43 6.20 25.05 828-827 21 inch 164.00 0.013 0.004 828 770.08 827 769.43 4.49 9.97 829-828 21 inch 30.00 0.013! 0.004 829 770.20, 828 770.08 4.28 10.02 830-829 21 inch 140.00 0.013 0.004 830 770.76 829 770.20 4.25 10.02 831-830 21 inch 62.00 0.013 0.004 831 771.01 830 770.76 4.54 10.06 832-831 15inch 149.00 0.013 0.015 832 770.94 831 768.70 2.69 7.91 833-832 15inch 30.00 0.013 0.004 833 771.06 832 770.94 2.06 4.09 834-833 12 inch 36.00 0.013 0.004 834 771.20 833 771.06 1.43 2.25 835-834 12 inch 100.00 0.013= 0.004 835 771.60 834 771.20 1.51 2.25 836-831 15inch 296.00 0.013 0.004 836 772.19 831 771.01 3.02 4.08 837-836 12inch 148.00 0.013 0.007 837 770.92 836 769.88 2.45 2.98 838-837 12 inch 30.00 0.013 0.004 838 771.04 837 770.92 1.47 2.25 839-838 12inch 40.00 0.013 0.004 839 771.20 838 771.04 0.56 2.25 840-839 12 inch 94.00 0.013 0.004 840 771.57 839 771.20 0.64 2.25 841-827 15inch 190.00 0.013 0.004 841 767.89 827 767.13 2.97 4.09 842-841 15 inch 30.00 0.013 0.004 842 768.01 841 767.89 2.98 4.09 843-842 15inch 30.00 0.013 0.004 843 768.13 842 768.01 2.40 4.09 844-843 12inch 118.00 0.013 0.004 844 768.60 843 768.13 1.18 2.25 846-845 48inch 245.00 0.013 0.016 846 758.92 845 755.00 10.42 181.69 847-846 48 inch 30.00 0.013 0.003 847 759.01 846 758.92 7.55 78.67 848-847 48 inch 140.00 0.013 0.002 848 759.29 847 759.01 6.81 64.24 849-848 42 inch 203.00 0.013 0.003 849 759.90 848 759.29 5.82 54.97 850-849 42 inch 30.00 0.013 0.002 850 759.96 849 759.90 5.95 46.47 852-850 42 inch 120.00 0.013 0.003 852 760.32 850 759.96 5.97 55.10 853-852 42 inch 137.00 0.013 0.003 853 760.73 852 760.32 6.09 55.04 854-853 42 inch 26.00 0.013 0.003 854 760.81 853 760.73 6.09 55.81 855-848 30 inch 85.00 0.013 0.002 855 759.47 848 759.29 3.06 18.87 856-855 30 inch 117.00 0.013 0.002 856 759.70 855 759.47 3.03 18.18 857-856 18 inch 139.00 0.013 0.004 857 760.27 856 759.71 3.60 6.67 858-857 15 inch 30.00 0.013 0.004 858 760.39 857 760.27 2.80 4.09 859-856 24 inch 175.00 0.013 0.002 859 760.06 856 759.70 3.25 10.26 860-859 15 inch 149.00 0.013 0.010 860 762.20 859 760.71 4.36 6.46 861-860 15 inch 27.00 0.013 0.004 861 762.30 860 762.20 2.52 3.93 862-859 21 inch 370.00 0.013 0.002 862 760.78 859 760.06 2.06 6.99 863-862 12 inch 26.00 0.013 0.056 863 762.26 862 760.80 2.15 8.44 864-863 12 inch 60.00 0.013 0.004 864 762.50 863 762.26 1.65 2.25 865-862 15 inch 140.00 0.013 0.004 865 761.36 862 760.78 3.37 4.16 866-865 15 inch 30.00 0.013 0.004 866 761.48 865 761.36 2.17 4.09 867-866 12 inch 27.00 0.013 0.004 867 761.59 866 761.48 2.71 2.29 868-867 12 inch 62.00 0.013 0.004 868 761.84 867 761.59 1.79 2.25 870-870B 42 inch 406.00 0.013 0.003 870 762.28 870B 761.10 6.27 54.24 870B-854 42 inch 97.00 0.013 0.003 870B 761.10 854 760.81 6.11 55.01 871-870 27 inch 28.00 0.013 0.005 871 762.42 870 762.28 5.37 21.90 872-871 27 inch 60.00 0.013 0.005 872 762.69 871 762.42 5.01 20.77 872A-872 27 inch 19.00 0.013 0.005 872A 762.78 872 762.69 4.75 21.31 873-873A 15 inch 22.00 0.013 0.004 873 763.04 873A 762.95 2.85 4.09 __ ........... Title: 43405 Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 01:15:53 PM © Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 2 Scenario- Design 2/19/03 Pipe Output Report Label Section Length Mannings (;onstructe t Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ft/ft) Elevation Elevation (fi/s) (cfs) (ft) (rt) 873A-870 30 inch 168.00 0.013 0.004 873A 762.95 870 762.28 4.94 25.94 874-873A 27 inch 179.00 0.013 0.005 874 763.76 873A 762.95 5.54 20.81 875-874 27 inch 115.00 0.013 0.005 875 764.24: 874 763.70 5.51 21.22 876-875 15 inch 60.00 0.013 0.003 876 764.40 875 764.24 2.37 3.34 877-875 27inch 30.00 0.012 0.004 877 764.68 875 764.56 5.92 19.59 878-877 27 inch 30.00 0.013 0.004 878 764.80 877 764.68 5.51 19.59 879-878 15 inch 142.00 0.013 0.013 879 766.65 878 764.80 5.04 7.37 Title: 43405_Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 01'15:53 PM (D Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 2 of 2 Scenario: Design 2/19/03 Pipe Output Report II Label Section Size 821-820 24 inch 822-821 24 inch 824-822 24 inch 825-824 12 inch 826-825 12 inch 827-824 21 inch 828-827 21 inch 829-828 21 inch 830-829 21 inch 831-830 21 inch 832-831 15 inch 833-832 15 inch 834-833 12 inch 835-834 12 inch 836-831 15 inch 837-836 12 inch 838-837 12 inch 839-838 12 inch 840-839 12 inch 841-827 15 inch 842-841 15 inch 843-842 15 inch 844-843 12 inch 846-845 48 inch 847-846 48 inch 848-847 48 inch 849-848 42 inch 850-849 42 inch 852-850 42 inch 853-852 42 inch 854-853 42 inch 855-848 30 inch 856-855 30 inch 857-856 18 inch 858-857 15 inch 859-856 24 inch 860-859 15 inch 861-860 15 inch 862-859 21 inch 863-862 12 inch 864-863 12 inch 865-862 15 inch 866-865 15 inch 867-866 12 inch 868-867 12 inch 870-870B 42 inch 870B-854 42 inch 871-870 27 inch 872-871 27 inch 872A-872 27 inch 873-873A 15 inch Constructed Upstream Hydraulic Slope Node Grade (ft/ft) Line In (ft) 0.02 821 760.45 820 0.010 822 760.74 821 0.010 824 761.95 822 0.030 825 766.63 824 0.004 826 766.69 825 0.025 827 770.77 824 0.004 828 771.34 827 0.004 829 771.42 828 0.004 830 771.85 829 0.004 831 772.10 830 0.015 832 772.49 831 0.004 833 772.54 832 0.004 834 772.57 833 0.004 835 772.68 834 0.004 836 772.95 831 0.007 837 773.38 836 0.004 838 773.41 837 0.004 839 773.42 838 0.004 840 773.44 839 0.004 841 771.37 827 0.004 842 771.47 841 0.004 843 771.53 842 0.004 844 771.61 843 0.016 846 761.26 845 0.003 847 761.50 846 0.002 848 762.08 847 0.003 849 762.49 848 0.002 850 762.58 849 0.003 852 762.84 850 0.003 853 763.17 852 0.003 854 763.23 853 0.002 855 762.19 848 0.002 856 762.35 855 0.004 857 762.86 856 0.004 858 762.94 857 0.002 859 762.70 856 0.010 860 763.72 859 0.004 861 763.79 860 0.002 862 763.06 859 0.056 863 763.10 862 0.004 864 763.14 863 0.004 865 763.64 862 0.004 866 763.69 865 0.004 867 763.79 866 0.004 868 763.88 867 0.003 870 764.65 870B 0.003 870B 763.47 854 0.005 871 764.78 870 0.005 872 765.03 871 0.005 872A 765.10 872 0.004 873 765.11 873A Title: 43405_Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 01:16:00 PM © Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Downstream Node Waterbury, CT 06708 USA Hydraulic System Grade Intensity Line Out (in/hr) (rt) 756.03 4.31 760.45 4.32 760.74 4.35 761.95 4.86 766.63 4.88 761.95 4.44 770.77 4.52 771.34 4.53 771.42 4.60 771.85 4.62 772.10 5.16 772.49 5.23 772.54 5.36 772.57 5.69 772.10 4.82 772.95 4.95 773.38 4.99 773.41 5.34 773.42 6.08 770.77 4.87 771.37 4.89 771.47 4.92 771.53 5.54 756.59 2.58 761.26 2.58 761.50 2.59 762.08 2.61 762.49 2.61 762.58 2.62 762.84 2.64 763.17 2.64 762.08 2.89 762.19 2.91 762.35 4.76 762.86 4.78 762.35 2.94 762.70 3.27 763.72 3.28 762.70 3.04 763.06 3.05 763.10 3.10 763.06 4.92 763.64 4.95 763.69 6.20 763.79 6.50 763.47 2.68 763.23 2.65 764.65 2.86 764.78 2.87 765.03 2.87 765.04 4.66 Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 2 Scenario: Design 2/19/03 aaa Label Section Size 873A-870 30 inch 874-873A 27 inch 875-874 27 inch 876-875 15 inch 877-875 27 inch 878-877 27 inch 879-878 15 inch Pipe Output Report II Constructed Slope (ft/ft) Upstream Node 0.OO4 873A O.005 874 O.0O5 875 0.003 876 0.004 877 0.004 878 0.013 879 Hydraulic Downstream Hydraulic Grade Node Grade Line In Line Out (ft) (ft) 765.04 870 764.( 765.71 873A 765.04 766.13 874 765.71 766.29 875 766.13 766.31 875 766.13 766.42 877 766.31 767.61 878 766.42 System Intensity (in/hr) 2.70 2.72 2.73 3.09 2.73 2.74 3.15 Title: 43405_Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 01'16:00 PM © Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 2 of 2 GUTTER SPREAD CALCULATIONS Scenario- Design 2/19/03 Inlet-Local Rational Flow Inlet Local Inlet C Intensity Area (in/hr) (acres) 0.41 5.~ 0.45 4.98 0.33 4.64 0.46 4.89 0.46 4.88 0.33 4.82 0.45 5.00 0.45 5.00 0.34 4.71 0.42 5.30 0.46 5.42 0.34 5.69 O.34 4.82 0.46 5.15 0.46 5.15 0.34 6.08 0.41 5.87 0.47 4.92 0.34 5.54 O.45 5.18 0.45 5.15 0.33 5.O9 0.42 5.66 0.48 4.94 0.33 4.48 0.47 4.75 0.49 4.77 0.33 5.15 0.34 4.81 0.46 5.21 0.46 4.78 0.33 4.82 0.47 4.80 0.30 3.28 0.34 4.72 0.48 6.26 0.39 3.10 0.46 4.94 0.45 4.95 0.45 6.2O 0.50 6.50 0.35 4.45 0.28 3.15 0.50 6.20 0.30 2.87 O.5O 4.66 0.34 4.71 0.5O 5.69 0.34 3.O9 0.48 4.77 0.31 2.74 Title: 43405_Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 10:45:52 AM © Haestad Methods, Inc. 0.18 0.33 1.57 0.68 0.68 0.80 0.40 0.37 O.97 O.37 O.59 0.61 0.56 0.34 0.32 0.24 0.36 0.91 0.49 0.35 0.35 0.50 0.39 0.61 1.13 0.81 0.50 0.29 0.88 1.33 1.55 0.61 1.47 3.11 0.77 0.42 0.81 0.65 0.43 0.28 0.43 1.01 1.82 0.74 21.75 1.49 1.07 0.26 1.77 0.71 14.13 Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 2 Scenario° Design 2/19/03 Inlet-Local Rational Flow La be l In let Local In let Local C Intensity Area Rational (in/h r) (acres) Flow (crs) 879 0.34 5.27 0.77 1.39 Title: 43405_Sec2 s:\43405\drainage\stmc\43405_sec 4-final.stm 03/31/04 10:45:52 AM © Haestad Methods, Inc. Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page 2 of 2 iii EMERGENCY OVERFLOW CALCULATIONS Cherry Creek Estates Section Four Emergency Overflow Calculation Pond 4 Q 1 oo := 200.78 Cw := 2.8 h := 0.64 Lw := QlOO'~ 1.25 3 2 Cw-h Lw = 175.066