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HomeMy WebLinkAboutPacket w/Large format mapsL ONGRID GE ES TA TES SE CTION 1 DRAINA GE REPORT PREPARED FOR: Platinum Properties, L.L.C. 9551 Delegates Row Indianapolis, IN 46240 PREPARED B ¥: Chad A. Miller Stoeppelwerth and Associates (317) 577-3400, ext. 33 DA TE PREPARED: January 4, 2005 LONGRIDGE ESTATES SECTION 1 TABLE OF CONTENTS 1. PROJECT NARRATIVE 2. PRE-DEVELOPED CONDITIONS 3. POST-DEVELOPED CONDITIONS 4. PIPE SIZING CALCULATIONS 5. GUTTER SPREAD CALCULATIONS 6. BACK COVER POCKET PRE-DEVELOPED BASIN MAP POST-DEVELOPED STORAGE-ROUTING MODEL BASIN MAP POST-DEVELOPED PIPE-SIZING MODEL BASIN MAP LONGRIDGE ESTATES SECTION 1 DRAINAGE NARRATIVE Platinum Properties is proposing the development of a residential subdivision in Hamilton County to be known as Longridge Estates, Section One. The site is located on the North Side of West 136th Street at the intersection with Shelborne Road. The site is more specifically located in a part of the Southeast Quarter of Section 19, Township 18 North, Range 3 East, Hamilton County, Indiana. EXISTING CONDITIONS The pre-developed Longridge Estates site has been analyzed as three onsite basins. There are areas contributing offsite runoff located along the southeast and southwest boundaries and a small area to the north. The site is located west of Stanford Park subdivision and north of Clayboume subdivision. There is also agricultural and wooded land to the west and south. Lion Creek, a natural drainage feature to the south, carries runoff from Onsite 2 to the west under West Road. There is an existing 24-inch RCP west of the site that acts as an outflow point for runoff from Onsite 1. Runoff from Onsite 3 leaves the site through an existing culvert located to the northwest of the site, under West Road. The soil of the basin is mostly type B and C, Brookston and Crosby, with small portions to the north being Miami and Shoals. The Longridge Estates site is currently agricultural land. To establish the 100-year allowable discharge rate for the post-developed Longridge Estates site, the 1 O-year storm event was run for the pre-developed onsite basins and the 100-year storm event was run for the offsite basins. Likewise, to establish the 1 O-year allowable discharge rate, the 2-year storm event was run for the pre- developed onsite basins, and the 1 O-year storm event was run for the offsite basins. Time of Concentrations (Tc' s) and Curve Numbers (CN' s) were calculated for the basin using TR-55 methodology. These pre-determined values were entered into TR-20 and used to compute multiple hydrographs. 2-year and 1 O-year hydrographs were developed for the three basins. Pre-Developed Discharge into Lion Creek to the South 2-year, 24-hour Storm including offsite = 31.19 c. Ls. 1 O-year, 24-hour Storm including offsite = 59.17 c. Ls. Pre-Developed Discharge into Existing 24-inch RCP under West Road 2-year, 24-hour Storm including offsite = 21.84 c.f.s. 1 O-year, 24-hour Storm including offsite = 42.26 c.f.s. Pre-Developed Discharge into Existing Culvert under West Road 2-year, 24-hour Storm - 19.82 c.f.s. 1 O-year, 24-hour Storm = 38.28 c.f.s. PROPOSED CONDITIONS There will be four ponds in Longridge Estates. Pond 4 will provide the necessary detention for all of Section 1 and, along with the direct discharge from Future Section 4, will drain south into Lion Creek. Ponds 2 and 3 will provide the necessary detention for all of Future Section 2 and a portion of Future Section 3 and will drain west into the existing 24-inch RCP. Pond 1 will provide the necessary detention for the remainder of Future Section 3 and will discharge west into an existing culvert. The area south of Longridge Estates, Clayboume subdivision, was considered during our modeling and Stoeppelwerth & Associates determined that all runoff from Claybourne would not affect the conditions of our site. The area to the east, Stanford Park subdivision, was determined to have no affect on our site, but some residential property exists between Stanford Park and Shelborne Road that does drain onto our site at the southeast corner. 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. Below is a list of the peak discharges for the site. Post-Developed Discharge as Outflow of Pond #4 and Direct Discharge from Section 4 to Lion Creek 1 O-year 24-hour storm- 19.08 c.f.s. 100-year 24-hour storm- 33.53 c.f.s. Post-Developed Discharge as Outflow of Pond #2 into Existing 24-inch RCP under West Road 1 O-year 24-hour storm- 14.16 c.f.s. 100-year 24-hour storm- 36.13 c.f.s. Post-Developed Discharge as Outflow of Pond #1 into Existing Culvert under West Road 1 O-year 24-hour storm- 7.67 c.fis. 100-year 24-hour storm- 9.25 c.f.s. SOILS NOT TO MAP SCALE V C N TY MAP NOT TO SCALE PRE-DEVELOPED CONDITIONS Longridge Estates Job # 47425 Pre-Developed Site Onsite 1 Subbasin Area CN Agricultural (B-C) 24.80 ac 78 Total 24.80 ac 78 Onsite 2 Subbasin Area CN Pond 1.37 ac Farms (B) 3.32 ac Farms( C ) 1.11 ac Agricultural (B) 33.00 ac Agricultural (C) 6.60 ac 98 74 82 78 82 Total 45.40 ac 79 Onsite 3 Subbasin Area CN Agricultural (B-C) 29.20 ac 78 Total 29.20 ac Offsite 1 Subbasin Area 78 CN Woods (B) 4.40 ac 55 Offsite 2 Subbasin Area Residential (2 ac) 9.44 ac Tc: 79.2 min. Total 9.44 ac CN 71 71 Total 4.40 ac 55 0 0 ~ ~o~~ ~ - ~ .... o ii ~ o~o ~ ~ ~ ..... o ii ~0000~ > ~ ~000~ o ii o ~ ~ oo ~i© o ~ o o o o ii ~ ~ o o o o c ~ ~ ~ ~00000 *********************-** LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 TITLE 001 TITLE 6 RUNOFF 1 001 6 RUNOFF 1 002 6 ADDHYD 4 003 6 RUNOFF ! 004 6 RUNOFF 1 005 6 ADDHYD 4 006 6 RUNOFF 1 007 ENDATA V INCREM 6 7 COMPUT V 001 7 COMPUT 7 002 7 COMPUT 7 004 7 COMPUT V 005 7 COMPUT 7 007 ENDCMP 1 V COMPUT 7 001 V COMPUT V 002 7 COMPUT 7 004 V COMPUT V 005 ? COMPUT 7 007 ENDCMP 1 ENDJOB 2 SUMMARY LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION A_NTLLYSIS 1 0.03875 78.0 0.50 1 1 1 1 1 ON1 2 0.00688 55.0 1.21 11 11 1OFF1 123 111 4 0.07094 79.0 0.99 11 111 ON2 5 0.01475 71.0 1.32 11 111 OFF2 456 111 7 0.04563 78.0 0.72 11 111 ON3 0.1 001 0.0 2 . 93 1 . 0 22 02 24 02YEAR 003 0.0 4.15 1.0 22 02 24 10YETuR 004 0.0 2.93 1.0 22 02 24 02YEAiR 006 0.0 4.15 1.0 22 02 24 10YEAR 007 0.0 2.93 1.0 22 02 24 02YEi~ 001 0.0 4.15 1.0 22 10 24 003 0.0 5.75 1.0 22 10 24 00YEAR 004 0.0 4.15 1.0 22 10 24 10YETuR 006 0.0 5.75 1.0 22 10 24 00YEA_R 007 0.0 4.15 1.0 22 10 24 10YEA_R *********************************** OF 80-80 ************************************ EXECUTIVE CONTROL OPERATION iNCREM + MAIN TIME INCREMENT = .10 HOURS RECORD ID EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 1 + TO XSECTION 1 STARTING TIME = .00 }lAIN DEPTH = 2.93 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.= 2 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID 02YEAR ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION 1 PED~ TIME(HRS) PEAK DISCHABGE(CFS) PEAK ELEVATION(FEET) 12.21 21.62 (RLrNOFF) TIME(HRS) 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 FIRST HYDROGRAPH POINT = .00 24 18 52 4 13 2 01 1 36 1 16 1 01 89 80 71 61 61 61 50 01 .00 HOURS .00 .00 .32 .42 21.59 19.57 3.70 3.37 1 93 1.85 1 35 1.34 1 16 1 16 1 00 99 85 83 80 80 67 64 61 61 61 61 61 62 .41 30 .00 RUNOFF VOLUME ABOVE BASEFLOW = 1.08 WATERSHED INCHES, HYDROGRAPH FOR XSECTION TIME INCREMENT = .10 HOURS .oo .53 15.67 3.09 1.77 1.32 1.16 .99 .82 .80 .63 .61 .61 .62 .19 .01 .02 .68 .98 11.86 9.20 2.85 2.66 1.70 1.63 1.29 1.25 1.16 1 16 .98 98 81 80 80 80 62 61 61 61 61 61 62 62 .12 07 DRAINAGE A_REA = .O4 1.80 7.45 2.50 1.55 1.21 1.13 98 8O 8O 61 61 61 62 O4 07 3 35 6 18 2 35 1 48 1 19 1 09 98 80 80 61 61 61 61 03 26.97 CFS-HRS, 2.23 ACRE-FEET; BASEFLOW = 1, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGB3tPH FILE · 04 SQ.MI. .12 6.72 5.31 2.22 1.43 1.17 1.05 .97 .80 .78 .61 .61 .61 .60 .02 . O0 CFS EXECUTIVE CONTROL OPEB~TION COMPUT + FROM XSECTION 2 + TO XSECTION 3 STARTING TIME = .00 RAIN DEPTH = 4.15 RAiN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.= 2 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID iOYEAR ANT. MOIST. COND= 2 OPEP~ATION RUNOFF CROSS SECTION 2 *** WAIqNING-NO PEAK FOUND, M3tXIMUM DISCHARGE = 1 · 09 CFS. TR20 XEQ 01-03-05 09:50 1 REV PC 09/83(.2} 1 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 PASS PAGE PEAK TIME (HRS) PEAK DISCHARGE (CFS) PEAK ELEVATION (FEET) 23 . 80 . 09 (RUNOFF) 12.90 TIME (HRS) 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 21 00 22 00 23 00 24 00 25 00 26 00 DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DiSCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG FIRST HYDROGRAPH POINT = oo 05 78 40 24 18 16 14 12 11 09 09 09 09 03 00 oo 11 74 38 23 17 15 14 12 11 09 09 09 09 .03 RUNOFF VOLUME A/~OVE BASEFLOW = .8O .00 HOURS 00 21 68 36 22 17 15 14 12 11 09 09 09 09 02 oo 34 64 34 21 17 15 13 12 11 09 09 09 08 .02 (RUNOFF) TIME INCREMENT= .00 48 59 32 21 17 15 13 12 11 09 09 09 08 01 .10 HOURS 00 00 61 70 55 52 30 29 20 20 16 16 15 14 13 13 12 11 10 10 09 09 .09 .09 .09 .09 .07 .06 .01 .0i DRAINAGE AREA = .o0 .77 .49 .28 .19 16 14 12 11 lO 09 09 09 o5 Ol .59 WATERSHED INCHES, 2.62 CFS-HRS, ..22 ACRE-FEET; BASEFLOW = HYDROGRAPH FOR XSECTION oo 8o 46 26 19 16 14 12 11 .lO .09 .09 .09 .05 .Ol 2, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE .01 SQ.MI. O1 8O 43 25 18 16 14 12 11 10 09 09 09 .04 .01 · 00 CFS OPERATION ADDHYD CROSS SECTION 3 --- HYDROGRAPH FOR XSECTION 3, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 4 + TO XSECTION 4 STARTING TIME = .00 RAIN DEPTH = 2.93 RAIN DURATION= 1.00 BAIN TAiSLE NO.= 2 ALTERNATE NO.= 2 STO~ NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID 02YEA_R ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION4 PEA/< TIME (HRS) PEAl< DISCHARGE (CFS) PEAKELEVATION (FEET) 12 . 54 26.07 (RUNOFF) 23 . 69 1 . 16 (RL~NOFF) TIME(HRS) FIRSTHYDROGRAPH POINT= .00 HOURS TIME INCREMENT= .10HOURS 10.00 DISCHG .00 .00 .00 .00 .01 .02 .04 11.00 DISCHG .21 .29 .38 .50 .63 .79 1.04 12.00 DISCHG 7.21 11.41 16.34 21.03 24.37 25.92 25.81 13.00 DISCHG 16.92 14.81 13.08 11.65 10.41 9.34 8.44 1 DRAINAGE A_REA = .07 SQ.MI. .06 .10 .15 1.50 2.39 4.18 24.42 22.18 19.49 7.66 6.98 6.40 TR20 XEQ 01-03-05 09:50 1 REV PC 09/83(.2) 2 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURI~TION ANALYSIS JOB 1 PASS PAGE 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 DISCHG 5.90 3.21 2.39 2.12 1.86 1.55 1 49 1 19 1 15 1 15 1 14 25 O2 RUNOFF VOLUME ABOVE BASEFLOW 5.46 3.06 2.35 2.08 1.84 1 54 1 47 1 18 1 15 1 15 1 11 20 02 5.09 4.75 4.46 2.94 2.84 2.76 2.31 2.28 2.26 2.04 2.00 1.97 1.80 1.76 1.72 1.53 1.53 1.52 1.44 1.40 1.36 1.17 1.17 1.16 1.15 1.15 1.15 1.15 1.16 1.16 1.06 .98 .88 · 15 . 12 .09 · o! . Ol . Ol 4.20 2.69 2.24 1.94 1.67 1.52 1.32 1 16 1 15 1 16 76 07 00 3.97 2.63 2.23 1 . 92 1.64 1 52 I 28 1 16 1 15 1 16 64 06 3.76 3 57 2.57 2 50 2.21 2 19 1 91 1 89 1 61 1 58 1 51 1 51 1 25 1.22 1 15 1.15 1 15 1.15 1 16 1.16 52 .42 04 .03 1.14 WATERSHED iNCHES, 52.01 CFS-HRS, 4.30 ACRE-FEET; BASEFLOW = HYDROGI~APH FOR XSECTION 4, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE 3.38 2.44 2.16 1.88 1.56 1.51 1.21 1.15 1.15 1.15 .33 .03 · oo CFS EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 5 + TO XSECTION 6 STARTING TIME = .00 RAIN DEPTH = 4.15 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.= 2 STO~ NO.=24 YLAIN TIME INCREMENT = .10 HOURS RECORD ID iOYEAP, ANT. MOIST. COND= 2 OPERATION RUNOFF TIME{HRS) 10.00 11.00 12.00 13.00 14.00 15.00 CROSS SECTION 5 PEA!< TIME(HRS} PEAKDISCHA_RGE(CFS) 12.80 5.74 FIRSTHYDROGRAPHPOINT= .00 HOURS DISCHG 00 .00 .00 .00 DISCHG 01 .02 .03 .04 DISCHG 96 1.54 2.28 3.15 DISCHG 5 39 5.04 4.61 4.15 DISCHG 2 19 2.03 1.88 1.74 DISCHG 1 12 1.06 1.01 .96 PEAK ELEVATION(FEET) (RUNOFF) TIME INCREMENT = .10 HOURS .00 .00 .00 .06 .09 .13 4.03 4.80 5.34 3.74 3.40 3.10 1.62 1.51 1.42 .92 .88 .85 DRAINAGE AREA = .01 SQ.MI. .00 .00 .01 .19 .32 .55 5.65 5.74 5.64 2.83 2.60 2.39 1.33 1.25 1.18 .82 .80 .77 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 DISCHG RUNOFF VOLUME ABOVE BASEFLOW = 72 .70 61 .60 54 53 45 45 43 42 35 35 33 33 33 33 32 31 12 10 02 01 .69 .59 .52 .44 .41 .34 .33 .33 .30 .08 .01 .65 64 .56 55 .48 47 .43 43 .38 37 .33 33 .33 33 .33 .33 .22 .19 · 04 .03 .01 .00 1.50 WATERSHED INCHES, 14.26 CFS-HRS, 1.18 ACRE-FEET; BASEFLOW = . O0 CFS TR20 XEQ 01-03-05 09:50 1 REV PC 09/83(.2} 3 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 PASS PAGE HYDROGPJtPH FOR XSECTION 5, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- OPERATION ADDHYD CROSS SECTION 6 HYDROGRAPH FOR XSECTION 6, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 7 + TO XSECTION 7 STARTING TIME = .00 RAIN DEPTH = 2.93 RAIN DURATION= 1.00 t{AIN TABLE NO.= 2 ALTERNATE NO.= 2 STORM NO.=24 M_tIN TIME INCREMENT = .10 HOURS RECORD ID 02YEA_R ANT. MOIST. COND= 2 OPEB_ATION RUNOFF CROSS SECTION 7 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEA/{ ELEVATION(FEET) 12.34 19.82 (RUNOFF) TIME (HRS) 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 FIRST HYDROGkAPH POINT = TIME INCREMENT = .10 HOURS 00 .00 .19 12.95 6 59 2 68 1 7O 1 40 1 23 1 l0 94 89 72 72 72 66 04 .00 HOURS .00 .00 .26 .34 17.40 19.61 5.81 5.17 2.52 2.39 1 . 66 1.63 1.39 1.38 1.21 1.19 1.07 1.04 94 94 85 82 72 72 72 72 72 72 60 51 03 02 RUNOFF VOLUME ABOVE BASEFLOW = 1.08 WATERSHED INCHES, .00 .45 19.42 4.64 2.28 1.6o 1.38 1.18 1.Ol .94 .79 .72 .72 .72 .41 .01 .oo .58 17.62 4.21 2.18 1 57 1 37 1 17 99 94 77 72 72 72 31 01 .Ol .82 14.98 3.85 2 o8 1 54 1 37 1 17 97 94 75 72 72 72 22 01 DRAINAGE AREA = 02 .05 HYDROGRAPH FOR XSECTION 30 34 55 99 50 36 17 96 94 .74 .72 .72 .73 .16 .00 2.35 10.31 3.29 1 91 1 46 1 33 1 16 95 94 73 72 72 72 11 31.75 CFS-HRS, 2.62 ACRE-FEET; BASEFLOW = 7, ALTERNATE 2, STORM 24, A/DDED TO OUTPUT HYDROGRAPH FILE .05 SQ.MI. .08 4.44 8.79 3.06 1.82 1.43 1 30 1 15 95 93 73 72 72 72 08 · 00 CFS EXECUTIVE CONTROL OPERATION ENDCMP + COMPUTATIONS COMPLETED FOR PASS 1 RECORD ID TR20 XEQ 01-03-05 09:50 REV PC 09/83(.2) LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB t PASS PAGE EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 1 + TO XSECTION t STARTING TIME = .00 RAIN DEPTH = 4.15 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.=10 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS OPERATION RUNOFF CROSS SECTION 1 PEAK TIME(HRS) 12.20 23.66 PEAKDISCHARGE (CFS) PEAKELEVATION (FEET) 41.40 (RUNOFF) 1.00 (RUNOFF) RECORD ID 10YEA_R ANT. MOIST. COND= 2 TIME(HRS) 8.00 DISCHG 9.00 DISCHG 10.00 DISCHG 1t.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 FIRST HYDROGRAPH POINT = .0O .02 .31 1.18 25.88 8.07 3.55 2.32 1.94 1.69 1.54 1.31 1 23 99 99 1 00 91 O2 .0o .04 .35 1.35 36.67 7 13 3 39 2 28 1 93 1 66 1 47 1 31 1 16 99 99 1 oo 81 .Ol .oo HOURS 00 .00 06 .08 39 .44 1 55 1.77 41 40 36.79 6 37 5.77 3.24 3 11 2.25 2 24 1 93 1 93 1 64 1 63 1 41 1 37 1 31 1 31 1 09 1 05 99 99 1 00 1 O0 1.00 1 O0 .67 48 .00 RUNOFF VOLUME /ABOVE BASEFLOW = 2.01 WATERSHED INCHES, TIME INCREMENT = .10 HOURS .00 .11 .50 2.02 29.01 5.26 2.98 2.21 1.93 1.63 1.34 1.31 1.03 .99 t.00 1.00 .31 .00 00 .14 17 .57 65 2.36 3 08 21.71 16 64 4.85 4 51 2.85 2.73 2.15 2.07 1.92 1.91 1.62 1.62 1.33 1.32 1.31 1.31 1.Ol 1.oo .99 .99 1.00 1.00 1.00 1.00 .19 .12 DRAINAGE AREA .00 . .20 . .75 . 5.01 8. 13 32 10. 4 23 3. 2 60 2. 2 01 1. 1 87 1 1 62 1 1 31 1 1 31 1 1 00 99 1 00 1 1 00 1 O7 o0 24 87 45 92 97 48 97 81 62 31 31 99 99 oo oo 04 50.15 CFS-HRS, 4.14 ACRE-FEET; BASEFLOW = HYDROGRAPH FOR XSECTION 1, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE .04 SQ.MI. .01 .27 1.02 15.21 9.31 3.75 2.39 1.95 1.74 1.59 1.31 1.28 .99 .99 1.00 .97 .03 .00 CFS EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 2 + TO XSECTION 3 STA~RTING TIME = .00 RAIN DEPTH = 5.75 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.=10 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID 00YEA_R ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) 12.76 2.33 TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS 1 PEAK ELEVATION(FEET) (RUNOFF) TIME INCREMENT = .10 HOURS DRAINAGE AREA = .01 SQ.MI. TR20 XEQ 01-03-05 09:50 2 REV PC 09/83(.2) 5 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 PASS PAGE 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 DISCHG .oo .26 2.13 9o 50 35 31 27 23 22 18 17 17 17 06 Ol oo 1 26 1 61 73 44 33 29 26 22 21 17 17 17 15 03 oo oo 1 67 1 47 69 42 33 29 25 22 20 17 17 17 14 o3 oo 1 99 1 34 65 41 32 28 25 22 20 17 17 17 13 02 o0 .Ol 21 2.31 24 1.14 61 .58 39 .38 32 .32 28 .28 24 .24 22 .22 19 .19 17 .17 17 .17 17 .17 12 .10 02 .01 RUNOFF VOLUME ~tBOVE BASEFLOW = 1.38 WATERSHED INCHES, 6.11 CFS-HRS, .50 ACRE-FEET; BASEFLOW = HYDROGRAPH FOR XSECTION 2, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE 03 10 32 2 26 05 97 55 52 37 36 31 31 27 27 23 23 22 22 18 18 17 17 17 17 17 17 09 07 01 01 · 00 CFS OPEPJ{TION ADDHYD CROSS SECTION 3 HYDROGRAPH FOR XSECTION 3, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- EXECUTIVE CONTROL OPERATIONCOMPUT RECORD ID10YEAR + FROM XSECTION 4 + TO XSECTION 4 STARTING TIME = .00 RAIN DEPTH = 4.15 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ~T. MOIST. COND= 2 ALTERNATE NO.=10 STORM NO.=24 PLAINTIME INCREMENT = .10 HOURS OPERATION RUNOFF CROSS SECTION 4 TIME(HRS) 8 00 9 00 10 00 11 00 12 00 13 00 14 00 PEAK TIME(HRS) PEAKDISCHARGE(CFS] PEAKELEVATION(FEET) 12.52 49.49 (RUNOFF) 23.67 1.86 (RUNOFF) FIRSTHYDROGRAPH POINT= .00 HOURS TIME INCREMENT= .10HOURS DISCHG .00 .00 .00 .00 .00 .00 .00 DISCHG .05 .07 .10 .13 .17 .21 .26 DISCHG .48 .54 .61 .68 .76 .85 .95 DISCHG 1.57 1.80 2.05 2.34 2.67 3.04 3.63 DISCHG 16.18 24.14 33.21 41.54 47.18 49.41 48.59 DISCHG 30.69 26.67 23.39 20.68 18.36 16.38 14.70 DISCHG 10.08 9.30 8.62 8.03 7.52 7.06 6.66 DRAINAGE AREA = .01 02 .31 36 1.07 1 21 4.65 6 58 45.48 40 88 13.27 12 03 6.29 5 95 .07 SQ.MI. .03 .42 1.38 10.24 35.62 10.98 5.63 15.00 DISCHG 16.00 DISCHG 17.00 DISCHG 5.34 5.08 4.87 4.71 4.57 4.45 4.34 4.23 4.13 4.03 3.94 3.86 3.80 3.75 3.71 3.69 3.66 3.63 3.60 3.54 3.48 3.41 3.34 3.27 3.22 3.17 3.14 3.11 3.09 3.07 TR20 XEQ 01-03-05 09:50 2 REV PC 09/83(.2) 6 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION A/qALYSIS JOB 1 PASS PAGE 18 19 2O 21 22 23 24 25 26 00 DISCHG 3 00 DtSCHG 2 00 D!SCHG 2 00 DISCHG 1 00 DISCHG 1 00 DISCHG 1 00 DISCHG 1 00 DISCHG 00 DISCHG 2 99 2 5O 2 39 1 91 1 86 1 86 1 78 32 02 2.93 2 2.49 2 2.33 2 1.90 1 !.86 1 1.86 1 1.70 1 .25 .02 2 80 2 47 2 20 1 88 1 86 1 86 1 42 15 01 2.73 2 2.47 2 2.13 2 1.87 1 1.86 1 1.86 1.23 1 .12 .01 67 2.62 46 2.46 07 2.02 87 1.86 86 1.86 86 1.86 03 .84 09 .07 O1 .00 2.57 2 45 1 98 1 86 1 86 1 86 67 O5 RUNOFF VOLUME ABOVE BASEFLOW = 2.08 WATERSHED INCHES, 95.37 CFS-HRS, 7.88 ACRE-FEET; BASEFLOW = HYDROGRAPH FOR XSECTION 4, ALTERNATE 10, STORM 24, A/)DED TO OUTPUT HYDROGRAPH FILE 2 54 2 44 1 95 1 86 1 86 1 85 52 04 .00 CFS EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 5 + TO XSECTION 6 STARTING TIME = .CiO RAIN DEPTH = 5.75 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.=10 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID 00YEAR ~NT. MOIST. COND= 2 OPERATION RTJNOFF CROSS SECTION 5 TIME 9 10 11 12 13 14 15 16 17 18 (HRS) 00 00 00 00 00 00 00 00 00 00 19 00 20 00 21 00 22 00 23 00 24 00 25 00 26 00 27 00 PEA3< TIME (HRS) PEAK DISCHARGE (CFS) PEAK ELEVATION (FEET) 12 . 76 10.80 (RUNOFF) DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG DISCHG FIRST HYDROGRAPH POINT = .oo .04 25 36 94 79 86 22 Ol 87 73 69 57 52 52 52 22 o3 o o oo o5 29 3 48 9 21 3 49 1 76 1 18 99 86 .72 .68 .56 .52 .52 .51 .19 .03 .oo HOURS .00 00 .07 08 .33 39 4.88 6 47 8.35 7 47 3.21 2 97 1.67 1 59 1.15 1 12 .98 96 .85 84 .72 71 .67 66 .55 .54 .52 .52 .52 .52 .50 .48 .15 .13 .02 .02 RUNOFF VOLUME ABOVE BASEFLOW = 2.70 WATERSHED iNCHES, TIMEINCREMENT= 00 10 45 8 05 9 6 69 6 2 75 2 1 52 1 1 10 1 94 82 70 65 54 52 52 46 11 O2 .10 HOURS 01 01 11 13 52 63 38 10 27 03 5 47 56 2 38 45 1 40 08 1 06 93 91 80 79 70 70 63 62 54 53 52 52 52 52 43 39 09 07 01 .01 DRAINAGE A_REA = .02 .16 .79 10.73 4.98 2.23 1.35 1.05 .90 .77 .69 .60 .53 .52 .52 .35 .06 .01 02 18 1 06 10 78 4 54 2 09 1 30 1 04 89 76 69 59 53 52 52 30 O5 01 25.70 CFS-HRS, 2.12 ACRE-FEET; BASEFLOW = HYDROGRAPH FOR XSECTION 5, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE .01 SQ.MI. 03 21 1 56 10 49 4 15 1 97 1 26 1.02 .88 .74 .69 .58 .53 .52 .52 .26 .04 .01 . O0 CFS TR20 XEQ 01-03-05 09:50 2 REV PC 09/83(.2) 7 LONGRIDGE ESTATES PREDEXrELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 PAS S PAGE OPERATION ADDHYD CROSS SECTION 6 HYDROGRAPH FOR XSECTION 6, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE EXECUTIVE CONTROL OPERATION COMPUT + FROM XSECTION 7 + TO XSECTION 7 STARTING TIME = .00 BAIN DEPTH = 4.15 PJ~IN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.=10 STORM NO.=24 MAIN TIME INCREMENT = .10 HOURS RECORD ID 10YEAR ANT. MOIST. COND= 2 OPERATION RUNOFF CROSS SECTION 7 PEAl< TIME (HRS) PEAl< DISCHARGE (CFS) 12.33 38.28 23.66 1.18 TIME(HRS) FIRST HYDROGP~APH POINT = .00 HOURS 9.00 DISCHG .01 .02 .04 .06 PEAK ELEVATION(FEET) (RUNOFF) (RUNOFF) TIME INCREMENT = .10 HOURS .09 .11 .14 DRAINAGE A_REA = .05 SQ.MI. .18 .21 .25 10.00 DISCHG 30 .34 38 .43 .49 .55 63 .73 .84 .97 11.00 DISCHG 1 12 1.30 1 49 1.71 1.96 2.27 2 85 3.96 6.30 10.64 12.00 DISCHG 17 83 26.79 34 65 38.12 37.11 33.18 27 88 22.74 18.82 15.88 13.00 DISCHG 13 56 11.71 10 24 9.04 8.08 7.29 6 63 6.08 5.61 5.20 14.00 DISCHG 4 85 4.53 4 26 4.03 3.84 3.66 3 50 3.35 3.20 3 06 15.00 DISCHG 2 94 2.85 2 78 2.72 2.68 2.62 2 56 2.50 2.43 2 38 16.00 DISCHG 2 34 2.32 2 30 2.29 2.28 2.28 2.27 2.25 2.21 2 15 17.00 DISCHG 2 09 2.04 2 00 1.97 1.95 1 94 1 93 1.92 1.92 1 90 18.00 DISCHG 1 87 1 82 1 76 1.70 1.66 1 62 1 60 1.58 1.57 1 56 19.00 DISCHG 1 55 1 55 1 55 1 55 1.54 1 54 1 54 1.54 1.54 1 53 20.00 DISCHG 1 50 1 45 1 39 1 34 1.29 1 25 1 23 1.21 1.20 1 19 21.00 DISCHG 1 18 1 18 1 17 1 17 1.17 1 17 1 17 1.17 1.17 1 17 22.00 DISCHG 1 17 1 17 1.17 ! 17 1.17 1 17 1 17 1.17 1.17 1 17 23.00 DISCHG 1 17 1 17 1.18 1 18 1.18 1 18 1 18 1.18 1.17 1 16 24.00 DISCHG 1 13 1 07 .97 82 .66 50 36 .26 .]8 13 25.00 DISCHG 09 06 .05 03 .02 02 01 .01 .00 RUNOFFVOLUME kBOVE BASEFLOW = 2.01 WATERSHED INCHES, 59.06 CFS-HRS, 4.88 ACRE-FEET; BASEFLOW = .00 CFS --- HYDROGRA. PH FOR XSECTION 7, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE EXECUTIVE CONTROL OPERATION ENDCMP + COMPUTATIONS COMPLETED FOR PASS 2 RECORD ID EXECUTIVE CONTROL OPEP~RTION ENDJOB 1 RECORD ID TR20 XEQ 01-03-05 6!9:50 SUMMARY REV PC 09/83(.2} 8 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICkL DURATION ANALYSIS JOB 1 SU~Y TABLE 1 - SELECTED RESULTS OF STANDi~RD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEi~J< DISCHARGE TIME kND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION N_ARK(?) INDICATES A HYDROGRAPH WITH PEA/< AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION ~/~OU-NT ELEVATION TIME RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 2 STO~ 24 + XSECTION 1 RUNOFF .04 2 2 .10 .0 2.93 24.00 1.08 --- 12.21 21.62 557.9 XSECTION 2 RUNOFF .01 2 2 .10 .0 4.15 24.00 .59 12.90 .80 115.9 XSECTION 3 ADDHYD .05 2 2 .10 .0 4.15 24.00 1.00 12.21 21.84 478.6 XSECTION 4 RUNOFF .07 2 2 .10 .0 2.93 24.00 1.14 12.54 26.07 367.5 XSECTION 5 RUNOFF .01 2 2 .10 .0 4.15 24.00 1.50 12.80 5.74 389.1 XSECTION 6 ADDHYD .09 2 2 .10 .0 4.15 24.00 1.20 12.58 31.19 363.9 XSECTION 7 RUNOFF .05 2 2 .10 .0 2.93 24.00 1.08 --- 12.34 19.82 434.5 ALTERNATE 10 STOiAM 24 + XSECTION 1 RUNOFF .04 2 2 .10 .0 4.15 24.00 2.01 --- 12.20 41.40 1068.4 XSECTION 2 RUNOFF .01 2 2 .10 .0 5.75 24.00 1.38 --- 12.76 2.33 338.5 XSECTION 3 ADDHYD .05 2 2 .10 .0 5.75 24.00 1.91 12.20 42.26 926.1 XSECTION 4 RUNOFF .07 2 2 .10 .0 4.15 24.00 2.08 --- 12.52 49.49 697.7 XSECTION 5 RUNOFF .01 2 2 .10 .0 5.75 24.00 2.70 --- 12.76 10.80 732.1 XSECTION 6 ADDHYD .09 2 2 .10 .0 5.75 24.00 2.19 --- 12.55 59.17 690.5 XSECTION 7 RUNOFF .05 2 2 .10 .0 4.15 24.00 2.01 --- 12.33 38.28 839.0 1 TR20 XEQ 01-03-05 09:50 SUMMARY REV PC 09/83(.2) 9 LONGRIDGE ESTATES PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 PAGE RATE PAGE SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ D'RAINAGE STRUCTURE AREA STOPM NUMBERS .......... ID (SQ MI) 24 0 XSECTION 1 + ALTERNATE 2 ALTERNATE 10 0 XSECTION 2 + ALTERNATE 2 ALTERNATE 10 0 XSECTION 3 + ALTERNATE 2 ALTERNATE 10 o XSECTION 4 + ALTERNATE 2 ALTERNATE !0 0 XSECTION 5 + ALTERNATE 2 ALTERNATE 10 o XSECTION 6 + ALTERNATE 2 ALTERNATE 10 0 XSECTION 7 + ALTERNATE 2 ALTERNATE 10 iEND OF 1 JOBS IN THIS RUN 21.62 41.40 .80 2.33 21.84 42.26 26.07 49.49 5.74 10.80 31.19 59.17 19.82 38.28 POST-DEVELOPED CONDITIONS Longridge Estates Job # 47425 Post-Developed Site Basin 100 Subbasin Area Residential 18.36 ac Total 18.36 ac Basin 121 Subbasin Area Residential 9.67 ac Open Space 3.01 ac Total 12.68 ac Basin 145 Subbasin Area Residential 0.60 ac Total 0.60 ac Basin 150 Subbasin Area Residential 6.32 ac Total 6.32 ac CN 79 79 CN 79 74 78 CN 79 79 CN 79 79 Basin 161 Subbasin Area CN Residential (B-C) Open Space (B-C) 2.40 ac 0.80 ac 79 74 Total 3.20 ac 78 Basin 164 Subbasin Area CN Residential( C ) 7.88 ac 83 Total 7.88 ac 83 Basin 177 Subbasin Area CN Residential (B-C) 3.35 ac 79 Total 3.35 ac 79 Basin 185 Subbasin Area CN Residential (B) 1.08 ac 75 Total 1.08 ac 75 Longridge Estates Job # 474725 Post-Developed Site Basin 186 ,Subbasin Area Residential (B) 1.07 ac CN 75 Total 1.07 ac 75 Basin 188 Subbasin Area CN Residential (B) 3.21 ac Open Space (B) 2.14 ac 75 69 Total 5.35 ac 73 Basin 192 Subbasin Area CN Residential (B) 0.72 ac 75 Total 0.72 ac 75 Basin 193 Subbasin Area CN Residential (B) 0.03 ac 75 Total 0.03 ac 75 Basin 194 Subbasin Area CN Residential (B-C) 1.83 ac 79 Total 1.83 ac 79 Basin 199 Subbasin Area CN Residential( C ) Open Space ( C ) 0.64 ac 0.64 ac 83 79 Total 1.28 ac 81 Basin 202 Subbasin Area CN Residential( C ) 1.46 ac 83 Total 1.46 ac 83 Basin 205 Subbasin Area CN Residential (B) Open Space (B) 0.51 ac 2.05 ac 75 69 Total 2.56 ac 70 Longridge Estates Job # 474725 Post-Developed Site Basin 210 Subbasin Area CN Residential (B) 0.56 ac 75 Total 0.56 ac 75 Basin 213 Subbasin Area CN F~esidential (B-C) 12.89 ac 79 Total 12.89 ac 79 Basin 228 Subbasin Area CN Residential (B-C) 2.12 ac Open Space (B-C) 1.74 ac 79 74 Total 3.86 ac 77 Direct 1 Subbasin Area CN Open Space (B) 2.04 ac 69 Total 2.04 ac 69 Direct 2 Subbasin Area CN Open Space ( C ) 2.84 ac 79 Total 2.84 ac 79 Direct 3 Subbasin Area CN Residential (B-C) 4.56 ac 79 Total 4.56 ac 79 Offsite 100 Subbasin Area CN Residential (2 ac.) 9.44 ac 71 Total 9.44 ac 71 Offsite 177 Subbasin Area CN Woods (B-C) 0.30 ac 78 Total 0.30 ac 78 Longridge Estates Job # 474725 Post-Developed Site Offsite Direct 2 Subbasin Area CN Woods (B-C) 2.80 ac Agricultural (B-C) 1.30 ac 64 78 Total 4.10 ac 68 Pond Subbasin Area CN Residential (B) 2.90 ac Impervious 1.96 ac Open Space (B) 1.56 ac 75 98 69 Total 6.42 ac 81 Pond 2 Subbasin Area CN Residential (B) 2.44 ac Impervious 1.03 ac Open Space ( C ) 1.62 ac 75 98 79 Total 5.09 ac 81 Pond 3 Subbasin Area CN Residential (B) 3.84 ac Impervious 1.07 ac 75 98 Total 4.91 ac 8O Pond 4 Subbasin Area CN Impervious Residential (B-C) 2.90 ac 6.99 ac 98 79 Total 9.89 ac 85 o ~ o ~ ~~~0~00000~00~~000~00000 ~ ~~ ~ 0~00000~ 0!0~~000 000 ~~~~ooooo~oo~®~ooo~~!~°'°° I~ ~000000000000!00000000~000000 ~oo~000 ooo0ooooooooo00000000000000oo I ~ ~ ~ 0 ~ ~ ~ 0 ~ ~ ~ ~ 00 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 ~ 0 ~ ~ ~0~ ~~~0~0~ ~~00~0~0~0~ ~l ~I00 O000000000 O0000000~ 000~O00iO ~ ~ ..... ~ ~ 0 ~ ~:~ ~ ~ 0 0 0 i~ 0 0 ,, ~S~~o~ooi~~~o~~~~~!~o~o~ . ~ 0000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~00000000000000000000,000000000.: .~ . ~ oo~o~o~ioo~~~~oo!o~o~~o~ o Ii O~o~ ~ ~dlo~o~o~o~o~o~o~o~o~~ II 000~000 ,, ~~o~:~oo~~~~~°i~~°°°°°°°°~ ~ooo~~ ~ ~ ......... o~!o:~ooooiooooo~o~~o,~o~'oooi ~ 0 0 ~ O~ ~~~~~~I00~~'~'--'~~00 0 000 Basins Name: BAS100 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.360 Curve Number: 79.00 DCIA(%) : 0.00 Name: BAS121 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 12.680 Curve Number: 78.00 DCiA(%) : 0.00 Node: Pond 4 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min): 27.60 Time Shift(hfs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: Pond 4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hfs): 0.00 Time of Conc(min) : 25.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS145 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0.600 Curve Number: 79.00 DCIA(%) : 0.00 Node: Pond 4 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS150 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 6.320 Curve Number: 79.00 DCIA(%) : 0.00 Name: BAS161 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.200 Curve Number: 78.00 DCIA(%) : 0.00 Name: BAS164 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Node: Pond 4 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.50 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Outlet 3 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.40 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Pond 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hfs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 14 Rainfall Amount (in) : 0.000 Area (ac) : 7.880 Curve Number: 83.00 DCIA(%) : 0.00 Time of Conc(min): 20.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BASi?7 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 3.350 Curve Number: 79.00 DCIA(%) : 0.00 Node: Pond 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 18.20 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS185 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 1.080 Curve Number: 75.00 DCIA(%) : 0.00 Node: STR185 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min) : 11.00 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS186 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 1.070 Curve Number: 75.00 DCIA(%) : 0.00 Name: BAS188 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 5.350 Curve Number: 73.00 DCIA(%) : 0.00 Name: BAS192 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0.720 Curve Number: 75.00 DCIA(%) : 0.00 Node: STR186 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min) : 12.20 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Status: Onsite Node: STR188 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hfs) : 0.00 Time of Conc(min): 21.00 Time Shift(hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR192 Status Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min) : 9.40 Time Shift(hrs): 0.00 Max Allowable Q(cf$): 999999.000 Name: BAS193 Group: BASE Node: STR193 Type: SCS Unit Hydrograph Status: Onsite Interconnected Channel and Pond Routing Model (ICPR) ©2002 Strealnline Technologies, Inc. Page 2 of 14 Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.030 Curve Number: 75.00 DCiA(%) : 0.00 Peaking Factor: 484.0 Storm Duration(hfs): 0.00 Time of Conc(min) : 5.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS194 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.830 Curve Numbez': 79.00 DCIA(%) : 0.00 Node: STR194 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hfs) : 0.00 Time of Conc(min) : 11.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs) · 999999.000 Name: BAS199 Group: BASE Unit Hydregraph' Uh484 Rainfall File' Rainfall Amount (in) : 0.000 Area(ac) · 1.280 Curve Number' 81.00 DCIA{%) ' 0.00 Node: STR199 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hfs): 0.00 Time of Conc(min): 15.20 Time Shi~t(hrs)' 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS202 Group: BASE Unit Hydrograph' Uh484 Rainfall File' Rainfall Amount(in): 0.000 Area(ac): 1.460 Curve Number' 83.00 DCIA(%) ' 0.00 Node: Pond 2 Type: SCS Unit HydrograPh Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min): 12.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS205 Group: BASE Unit Hydrograph: Uh484 Rainfall File' Rainfall Amount (in) : 0.000 Area (ac) : 2.560 Curve Number: 70.00 DCIA(%) · 0.00 Node: Pond 1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 19.40 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS210 Group: BASE Unit Hydrograph: Uh484 Rainfall File' Rainfall Amount(in): 0.000 Area(ac)' 0.560 Curve Number: 75.00 DCIA(%) · 0.00 Node: Pond 1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 14 Name: BAS213 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 12.890 Curve Number: 79.00 DCIA(%) : 0.00 Node: Pond 1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hfs): 0.00 Time of Conc(min) : 21.30 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS228 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area (ac) : 3.860 Curve Number: 77.00 DCIA(%) : 0.00 Node: Pond 1 Type: SCS Unit Hydrograph Name: Direct 1 Group: BASE Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 16.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Outlet 1 Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.040 Curve Number: 69.00 DCIA(%) : 0.00 Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min) : 14.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: Direct 2 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 2.840 Curve Number: 79.00 DCIA(%) : 0.00 Node: Outlet 2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 18.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: Direct 3 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 4.560 Curve Number: 79.00 DCIA(%) : 0.00 Node: Outlet 3 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min): 18.90 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999.000 Name: OFF 100 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 9.440 Curve Number: 71.00 DCIA(%) : 0.00 Node: Pond 4 Type: SCS Unit Hydrograph Status: Offsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 61.90 Time Shift(hfs): 0.00 Max Allowable Q(cf$): 999999.000 Interconnected Channel and Pond Routh~g Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 14 Name: OFF 177 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.300 Curve Number: 78.00 DCIA(%) : 0.00 Node: Pond 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: OFF Direct 2 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 4.100 Curve Number: 68.00 DCIA(%) : 0.00 Node: Outlet 2 Status: Offsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 54.60 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: Pond 1 Group: BASE Unit Hydrograph. Uh484 Rainfall File- Rainfall Amount (in) · 0.000 Area (ac) · 6. 420 Curve Number- 81.00 DCIA(%) : 0.00 Node: Pond 1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 14.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Na~e: Pond 2 Group: BASE Unit Hydrograph- Uh484 Rainfall File: Rainfall Amount (in) - 0.000 Area (ac) · 5.090 Curve Number- 81.00 DCIA(%) : 0.00 Name: Pond 3 Group: BASE Unit Hydrograph: Uh484 Rainfall File' Rainfall Amount(in)- 0.000 Area(ac): 4.910 Curve Number- 80.00 DCIA(%) · 0.00 Node: Pond 2 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 23.50 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999.000 Node: Pond 3 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 20.60 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: Pond 4 Group: BASE Unit Hydrograph- Uh484 Rainfall File: Rainfall Amount(in)- 0.00O Node: Pond 4 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 16.60 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 14 Area (ac) · 9. 890 Curve Number: 80.00 DCIA(%) : 0.00 .... Nodes Name: Outlet 1 Group: BASE Type: Time/Stage Time(hrs) 0.00 12.50 30.00 Stage(ft) 871.000 872.000 871.000 Name: Outlet 2 Group: BASE Type: Time/Stage Time Shift(hrs): 0.00 Max Allowable Q{cfs): 999999.000 Base Flow(cfs): 0.000 Init Stage(ft): 871.000 Warn Stage(ft) : 872.000 Base Flow(cfs) : 0.000 Init Stage(ft) : 876.910 Warn Stage(ft) : 878.910 Time (hrs) Stage(ft) 0.00 12.50 30.00 Name: Outlet 3 Group: BASE Type' Time/Stage 876.910 878.910 876.910 Base Flow(cfs) : 0.000 Init Stage(ft) : 898.200 Warn Stage(ft) : 899. 950 Time(hrs) Stage(fi) 0.00 898.200 12.50 899.950 30.00 898.200 Name' Pond 1 Group: BASE Type: Stage/Area Base Flow(cfs) : 0.000 Init Stage(ft) : 874.000 Warn Stage(ft) : 878.000 Stage(ft) Area(ac) ........................... 874.000 1 9600 875.000 2 1400 876.000 2 3100 877.000 2 4900 878.000 2 6800 879.000 2 8600 Name: Pond 2 Group: BASE Type: Stage/Area Base Flow(cfs) : 0.000 Init Stage(ft) : 878.000 Warn Stage(ft): 881.000 Stage (ft) Area (ac) 878.000 1.0300 879.000 1.1400 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 14 880.000 1.2500 881.000 1.3600 882.000 1.4700 Name: Pond 3 Base Flow(cfs)- 0.000 Group- BASE Type: Stage/Area Init Stage(ft): 896.000 Warn Stage(ft): 899.000 Stage(ft) Area{ac) 896.000 1.0700 897.000 1.1600 898.000 1.2600 899.000 1.3600 900.000 1.4600 Name: Pond 4 Base Flow(cfs) : 0 000 Init Stage{ft) : 900 000 Group: BASE ' · Type: Stage/Area Warn Stage(ft): 905.000 Stage(ft) 900.000 901.000 902.000 903.000 904.000 905.000 906.000 Area ( ac ) 2 9000 3 0500 3 2100 3 3600 3 5200 3 6800 3 8500 Name: STR185 Group: BASE Type' Stage/Area Base Flow(cfs) : 0.000 Init Stage(ft): 891.800 Warn Stage(ft): 900.100 Stage (ft) Area (ac) __ 891.800 0.0006 900.100 0.0006 Name- STR186 Group: BASE Type' Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 891. 180 Warn Stage(ft): 900.100 Stage(ft) ........ 891.180 900.100 Area(ac) ......... 0.0006 0.0006 Name: STR187 Group: BASE Type- Stage/Area Base Flow(cfs) : 0.000 Init Stage(ft) : 887.980 Warn Stage(ft) : 895.000 Stage(ft) 887.980 895.000 Name- STR188 Group: BASE Area (ac) 0.0006 0.0006 Base Flow(cfs) : 0.000 Init Stage(ft) : 885.520 Warn Stage(ft) : 889.500 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 14 Type: Stage/Area Stage(ft) Area(ac) 885.520 889.500 0.0006 0.0006 Name: STR192 Group: BASE Type: Stage/Area Stage(ft) Area(ac) 883.920 889.130 Name: STR193 Group: BASE Type: Stage/Area 0.0006 0.0006 Base Flow(cfs): 0.000 Base Flow(cfs) : 0.000 Init Stage(ft) : 883.920 Warn Stage(ft) : 889.130 Init Stage(ft) : 883. 620 Warn Stage(ft) : 889. 130 Stage ( ft ) Area (ac) 883. 620 889.130 Name: STR194 Group: BASE Type: Stage/Area 0.0006 0.0006 Stage(ft) Area(ac) 880.420 887.500 0.0006 0.0006 Name: STR199 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft) : 880.420 Warn Stage(ft) : 887.500 Base Flow(cfs): 0.000 Init Stage(ft): 878.320 Warn Stage(ft): 881.500 Stage (ft) Area(ac) 878.320 881.500 0.0006 0.0006 Pipes Name: 185-186 Group: BASE UPSTREAM Geometry: Circular Span (in): 27.00 Rise (in) : 27.00 Invert(fi) : 891.800 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STR185 Length(ft) : 31.00 To Node: STR186 Count: 1 Friction Equation: Average Conveyance DOWNSTREAM Solution Algorithm: Automatic Circular Flow: Both 27.00 Entrance Loss Coef: 0,50 27.00 Exit Loss Coef: 0.00 891.180 Bend Loss Coef: 0.00 0.013000 Outlet Ctrl Spec: Use dc or tw 0.000 Inlet Ctrl Spec: Use dn 0.000 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 14 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 186-]87 Group: BASE From Node: STR186 To Node: STR187 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 27.00 27.00 Rise(in): 27.00 27.00 Invert(ft) : 891.180 887.980 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in) : 0.000 0.000 Length(ft): 160.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Cool: 0.50 Exit Loss Coef: 0.00 Bend Loss Cool: 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 Name: 187-188 Group: BASE From Node: STR187 To Node: STR188 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 27.00 27.00 Rise(in): 27.00 27.00 Invert(ft) : 887.980 885.520 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft): 123.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Name: 188-192 Group: BASE From Node: STR188 To Node: STR192 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 30.00 30.00 Rise(in): 30.00 30.00 Invert(ft) : 885.520 883.920 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwalt Length(ft): 160.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 14 Name: 192-193 From Node' STR192 Group: BASE To Node: STR193 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 30.00 30.00 Rise (in) : 30.00 30.00 Invert(ft) : 883.920 883. 620 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip (in) : 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete. Square edge w/ headwall Downstream FHWA Inlet Edge Description- Circular Concrete' Square edge w/ headwall Length(ft): 30.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0°50 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 Name: 193-194 Group: BASE UPSTREAM Geometry: Circular Span (in): 36.00 Rise (in) : 36.00 Invert(ft) : 883.620 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in) : 0.000 From Node: STR193 To Node: STR194 DOWNSTREAM Circular 36.00 36.00 880.420 0.013000 0.000 0.000 Upstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft): 160.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Name: 194-199 Group: BASE From Node: STR194 To Node: STR199 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 36.00 36.00 Rise (in) : 36.00 36.00 Invert(ft) : 880.420 878.320 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip (in) : 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft): 210.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Name: 199-P2 Group: BASE From Node: STR199 To Node: Pond 2 Length(ft): 108.00 Count: 1 Friction Equation: Average Conveyance Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 10 of'14 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 36.00 36.00 Rise (in) : 36.00 36.00 Invert(ft) : 878.320 878.000 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip (in) : 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Name: P1-Outl From Node: Pond 1 Group: BASE To Node: Outlet 1 U P STREAM DOWNS TREAM Geometry: Circular Circular Span (in) : 12.00 12.00 Rise (in) : 12.00 12.00 Invert(ft) : 874.000 871.000 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip (in) : 0.000 0.000 Length(ft): 75.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Edqe Description: Circular Concrete: Squar~ edge w/ headwall Group: BASE Name: P2-Out2 From Node: Pond 2 Length(ft): 70.00 To Node: Outlet 2 Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 24.00 24.00 Rise (in) : 24.00 24.00 Invert(ft) : 878.000 876.910 Manning's N: 0.013000 0.013000 Top Clip {in): 0.000 0.000 Bot Clip {in) : 0.000 0.000 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Name: P3-185 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 27.00 27.00 Rise(in): 27.00 27.00 Invert(ft) : 896.000 891.800 Manning's N: 0.013000 0.013000 From Node: Pond 3 Length(ft): 190.00 To Node: STR185 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 14 Top Clip (in) · 0.000 Bot Clip (in): 0.000 0.000 0.000 Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edqe Description: Circular Concrete: Squire edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete- Square edge w/ headwall Name: P4-Out3 Group: BASE From Node: Pond 4 Length(ft): 60.00 To Node: Outlet 3 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 12.00 12.00 Rise(in): 12.00 12.00 Invert(ft): 900.000 898.200 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.50 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 Hydrology Simulations ........................... Name: 002yr Filename: S:%47425%Drainage%ICPR%002yr. R32 Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Scsii-24 Rainfall Amount (in): 2.93 Time(hfs) Print Inc(min) ..... 30.000 5.00 Name: 010yr Filename: S:k47425\Drainage\ICPR\010yr.R32 Override Defaults. Yes Storm Duration(hrs) : 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) - 4.15 Time(hrs) Print Inc(min) 30.000 5.00 Name: 100yr Filename: S:\47425kDrainage\iCPR\100yr. R32 Override Defaults: Yes Storm Duration(hfs). 24.00 Rainfall File- Scsii-24 Rainfall Amount(in): 5.75 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) <32002 Streamline Technologies, Inc. Page 12 of 14 30.000 5.00 Routing Simulations .................... Name: 002yr Hydrology Sim: 002yr Filename: S'\47425kDrainagekICPRk002yr. I32 Execute- Yes Restart: No Patch: 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: Delta Z Factor: 0.01000 End Time(hfs). 30.00 Max Calc Time(sec): 100.0000 Boundary Flows: Time(hrs) Print Inc(min) 30.000 5.000 Group Run BASE Yes Name: 010yr Hydrology Sim: 010yr Filename: S:k47425kDrainage\ICPR\010yr.i32 Execute: Yes Restart- No Patch: 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: Delta Z Factor: 0.01000 End Time(hfs): 30.00 Max Calc Time(sec)- 100.0000 Boundary Flows: Time(hfs) Print Inc(min) 30.000 5.000 Group Run BASE Yes Name: 100yr Hydrology Sim: 100yr Filename: S'k47425kDrainagekICPR\100yr.i32 Execute: Yes Restart: No Patch: 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: Delta Z Factor: 0.01000 End Time(hrs): 30.00 Max Calc Time(sec): 100.0000 Boundary Flows: Time (hrs) 30.000 Print inc(min) 5.000 Group Run Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Teclmologies, Inc. Page 13 of 14 BASE Yes Boundary Conditions ......................... Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 14 00o o0o oo0 · 0 ooo 0oo o,] o,1 o,1 000 ooo oOCD oo0 00o ooo oo0 o~-Io ooo 00o o0o 0oo · 0 , ooo '~:~ o o cxloo or-to 00,--~ 000 o40o OOr-~ ooo o o'~ L.O O~C~o 000 OcDo oo0 Or-tO ~-4 ~0 0 000,1,--4 . . . · . . oo0 0oo oo0 o~-Io o0~-t 0 0 0 000 ooo oo0 o0o oo0 · . ~0c~o o~-~o o0~ 0 0 0 ,--lOC, r} 00o oo0 · · · o00 oo0 000 000 0o0 ~oo o~o o0,-I 0 0 0 0 r'-.- 6q , . o00 oo0 ??? oo0 00o 000 00o o~ o o0~ o00 0oo · . 0o0 D,.I 00 0 '~'-I 0 0 ,--I o oo,-~ o u'~ ,--I o~.~0 o'h c0 o ooo,1 00o · . . ~oo Or-tO oo~-~ o-~ ,~1-~ o · . . o,--I0 OOrd ~o ~ ~r~o~ . 0 o o ,--~ o0o · . . c,,I 0 o ooo · o ooo o oo · . o ,~-i o o o ,--i ooo ooo 04oo o,-io o o r.--~ d PIPE SIZING CALCULATIONS ~ 0~~ I II I :~ ~ ..... o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0~0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ..... : . , . ~ oo~ ~ o ~ o o o ~ o o oo oo o ~~ oo o o o o~ ~ o ~[~ ~:~ ~ ~Io~ ~  0 o ~ ~ o o ~ 0 ~ Scenario' Base Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 100 101 1.47 0.39 9.70 2.94 5.09 102 0.76 0.45 9.50 1.78 5.15 103 0.32 0.26 10.50 0.41 4.94 104 1.58 0.29 12.60 2.17 4.69 105 106 0.80 0.48 10.50 1.91 4.94 107 1.02 0.46 11.50 2.28 4.82 108 1.19 0.30 11.50 1.73 4.82 109 2.13 0.25 13.70 2.45 4.56 110 1.35 0.45 11.20 2.97 4.86 111 1.12 0.43 12.50 2.28 4.70 112 0.97 0.30 12.60 1.38 4.69 113 114 0.16 0.44 8.50 0.39 5.45 115 0.20 0.45 8.40 0.50 5.48 116 1.39 0.25 16.40 1.50 4.27 117 0.96 0.26 11.00 1.23 4.88 118 0.84 0.44 12.00 1.77 4.76 119 0.79 0.37 10.40 1.46 4.95 120 4.75 0.30 35.50 4.12 2.87 120A 120B 6.20 0.30 50.50 4.41 2.37 121 122 123 0.55 0.45 8.10 1.39 5.57 124 0.48 0.49 9.50 1.22 5.15 125 0.68 0.47 9.50 1.66 5.15 126 127 0.61 0.29 10.90 0.87 4.89 128 0.56 0.48 10.40 1.34~ 4.95 129 0.42 0.48 9.10 1.07 5.27 130 0.36 0.43 7.40 0.90 5.78 130A 0.43 0.52 6.50 1.36 6.05 131 0.34' 0.20 10.00 0.34 5.00 132 133 1.22 0.29 11.80 1.71 4.78 134 0.46 0.47 9.50 1.12 5.15 135 1.15 0.32 17.80 1.54 4.15 136 0.38 0.43 8.50 0.90 5.45 137 0.47 0.20 9.50 0.49 5.15 138 0.30 0.20 8.10 0.34 5.57 139 0.54 0.35 7.00 1.12 5.90 140 0.55 0.33 14.00 0.83 4.52 141 0.40 0.44 7.50 1.02 5.75 142 1.06 0.43 10.50 2.27 4.94 143 144 1.72 0.23 12.20 1.89 4.74 145 146 0.28 0.47 9.10 0.70 5.27 147 0.32 0.47 9.00 0.80 5.30 Title: Longridge Estates s:\47425\drainage\stormcad\47425-s1 rev.stm Stoeppelwerth & Associates, lnc 01/04/05 11:16:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page I of 3 Scenario: Base Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 150 151 0.78 0.26 11.40 0.99 4.83 152 153 0.13 0.46 5.10 0.39 6.47 154 0.80 0.47 10.90 1.85 4.89 155 0.76 0.30 11.00 1.12 4.88 156 0.54 0.46 9.50 1.29 5.15 157 0.54 0.46 9.50 1.29 5.15 158 0.76 0.44 11.50 1.62 4.82 159 1.09 0.45 10.40 2.45 4.95 160 0.92 0.30 11.00 1.36 4.88 161 162 1.94 0.45 10.10 4.39 4.99 163 1.26 0.42 14.10 2.40 4.51 164 165 166 167 0.38 0.39 11.50 0.72 4.82 168 1.11 0.34 11.50 1.83 4.82 169 0.28 0.63 9.10 0.94 5.27 170 0.32 0.58 9.10 0.99 5.27 171 172 1.59 0.28 14.60 2.00 4.45 173 0.85 0.51 10.10 2.18 4.99 174 1.23 0.48 11.90 2.84 4.77 175 0.89 0.33 11.00 1.44 4.88 176 1.23 0.51 10.50 3.12 4.94 177 178 179 0.78 0.50 11.50 1.89 4.82 180 1.02 0.49 9.40 2.61 5.18 181 182 1.34 0.27 14.70 1.64 4.44 183 0.51 0.47 8.60 1.31 5.42 188 189 2.04 0.26 20.00 2.11 3.95 190 0.85 0.50 12.00 2.04 4.76 191 0.23 0.57 7.20 0.77 5.84 194 195 0.37 0.50 6.60 1.12 6.02 196 1.27 0.51 10.40 3.23 4.95 197 0.02 0.55 5.00 0.07 6.50 198 0.17 0.51 9.00 0.46 5.30 205 206 207 208 1.45 0.46 16.80 2.85 4.24 209 1.11 0.28 12.50 1.47 4.70 210 211 0.30 0.55 8.70 0.90 5.39 212 0.26 0.51 8.40 0.73 5.48 Title: Longridge Estates s:\47425\d rainage\stormcad\47425-s1 rev.stm 01/04/05 12:33:50 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 3 Scenario: Base Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ft/ft) Elevation Elevation (~) (ft) 101-100 30 inch Circular 0.004000 240.00 101 900.96 100 900.00 102-101 30 inch Circular 0.004000 30.00 102 901.08 101 900.96 103-102 30 inch Circular 0.004000 132.00 103 901.61 102 901.08 104-103 30 inch Circular 0.004600 95.00 104 902.05 103 901.61 105-104 30 inch Circular 0.004500 145.00 105 902.70 104 902.05 106-105 30 inch Circular 0.004500 48.00 106 902,91 105 902.70 107-106 27 inch Circular 0.004500 30.00 107 903.05 106 902.91 108-107 27 inch Circular 0.004500 160.00 108 903.77 107 903.05 109-108 12 inch Circular 0.005000 245.00 109 904.99 108 903.77 110-108 27 inch Circular 0.005000 160.00 110 904.57 108 903.77 111-110 24 inch Circular 0.005000 31.00 111 904.72 110 904.57 112-111 24inch Circular 0.005000 160.00 112 905.52 111 904.72 113-112 18inch Circular 0.004000 230.00 113 906.44 112 905.52 114-113 18inch Circular 0.004000 40.00 114 906.60 113 906.44 115-114 18inch Circular 0.004000 30.00 115 906.72 114 906.60 116-115 18inch Circular 0.004000 152.00 116 907.33 115 906.72 117-112 18inch Circular 0.005000 95.00 117 906.00 112 905.52 118-117 18inch Circular 0.007000 160.00 118 907.12 117 906.00 119-118 18 inch Circular 0.003000 30.00 119 907.21 118 907.12 120-119 18inch Circular 0.004000 105.00 120 907.63 119 907.21 120B-120A 15inch Circular 0.010000 24.00 120B 912.24 120A 912.00 122-121 27 inch Circular 0.004400 118.00 122 900.52 121 900,00 123-122 27 inch Circular 0.005000 159.00 123 901.31 122 900.52 124-123 27inch Circular 0.003000 160.00 124 901.79 123 901.31 125-124 27inch Circular 0.003000 9.50 125 901.82 124 901.79 126-125 24 inch Circular 0.003000 164.00 126 902,31 125 901.82 127-126 12 inch Circular 0.010000 65.00 127 902.96 126 902.31 128-126 24inch Circular 0.003000 161.00 128 902.80 126 902.31 129-128 24 inch Circular 0.003000 30.00 129 902.89 128 902.80 130-129 24inch Circular 0.003000 55.00 130 903.05 129 902.89 130A-130 12inch Circular 0.010000 30.00 130A 903.35 130 903.05 131-130A 12 inch Circular 0.010000 60.00 131 903.95 130A 903.35 132-130 21 inch Circular 0.003000 132.00 132 903.45 130 903.05 133-132 12 inch Circular 0.010000 105.00 133 904.50 132 903.45 134-132 21 inch Circular 0.003000 160.00 134 903.93 132 903.45 135-134 12 inch Circular 0.010000 30.00 135 904.23 134 903.93 136-134 18 inch Circular 0.003000 55.00 136 904.09 134 903.93 137-136 15 inch Circular 0.003000 47.00 137 904.23 136 904.09 138-137 15 inch Circular 0.006000 350.00 138 906.33 137 904.23 139-138 12inch Circular 0.010000 120.00 139 907,53 138 906.33 140-139 12inch Circular 0.004000 75.00 140 907,83 139 907.53 141-140 12inch Circular 0.004000 30.00 141 907,95 140 907.83 142-123 15 inch Circular 0.010000 30.00 142 901.61 123 901.31 143-142 12inch Circular 0.003000 105.00 143 901.93 142 901.61 144-143 12 inch Circular 0.004000 120.00 144 902.41 143 901.93 146-145 12 inch Circular 0.021100 223.00 146 904.71 145 900.00 147-146 12 inch Circular 0.005000 30.00 147 904.86 146 904.71 151-150 24 inch Circular 0.003000 120.00 151 900.36 150 900.00 152-151 24 inch Circular 0.003000 133.00 152 900.76 151 900.36 153-152 24 inch Circular 0.003000 48.00 153 900.90 152 900.76 154-153 21 inch Circular 0.003000 30.00 154 900.99 153 900.90 Title: Longridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-s1 rev.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 01/04/05 11:17:14 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 3 Scenario: Base Pipe input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ft/ft) Elevation Elevation (ft) (ft) 155-154 18inch Circular 0.003000 160.00 155 901.47 154 900.99 156-155 15inch Circular 0.003000 160.00 156 901.95 155 901.47 157-156 12 inch Circular 0.003000 30.00 157 902.04 156 901.95 158-153 18inch Circular 0.003000 116.00 158 901.25 153 900.90 159-158 15 inch Circular 0.003000 30.00 159 901.34 158 901.25 160-155 12inch Circular 0.003000 190.00 160 902.04 155 901.47 162-161 15inch Circular 0.020000 155.00 162 898.45 161 895.35 163-162 12inch Circular 0.010000 45.00 163 898.90 162 898.45 165-164 24 inch Circular 0.006000 75.00 165 896.45 164 896.00 166-165 24inch Circular 0.006000 135.00 166 897.26 165 896.45 167-166 18 inch Circular 0.006000 175.00 167 898.31 166 897.26 168-167 18 inch Circular 0.006000 55.00 168 898.64 167 898.31 169-168 15inch Circular 0.006000 175.00 169 899.69 168 898.64 170-169 15 inch Circular 0.006000 30.00 170 899.87 169 899.69 171-170 12inch Circular 0.006800 58.00 171 900.26 170 899.87 172-171 12inch Circular 0.006800 107.00 172 900.99 171 900.26 173-166 21 inch Circular 0.005000 105.00 173 897.79 166 897.26 174-173 15 inch Circular 0.005000 65.00 174 898.11 173 897.79 175-174 12 inch Circular 0.005000 150.00 175 898.86 174 898.11 176-173 12 inch Circular 0.015000 30.00 176 898.24 173 897.79 178-177 21 inch Circular 0.003000 203.00 178 896.61 177 896.00 179-178 21 inch Circular 0.003000 97.00 179 896.90 178 896.61 180-179 15 inch Circular 0.003000 63.00 180 897.09 179 896.90 181~180 12 inch Circular 0.003000 50.00 181 897.24 180 897.09 182-181 12 inch Circular 0.003000 110.00 182 897.57 181 897.24 183-179 12 inch Circular 0.010000 30.00 183 897.20 179 896.90 189-188 15 inch Circular 0.007500 400.00 189 888.52 188 885.52 190-189 12 inch Circular 0.007000 160.00 190 889.64 189 888.52 191-190 12 inch Circular 0.016000 53.00 191 890.49 190 889.64 195-194 15inch Circular 0.010000 73.00 195 881.15 194 880.42 196-195 12inch Circular 0.015000 30.00 196 881.60 195 881.15 197-195 12inch Circular 0.010000 164.00 197 882.79 195 881.15 198-197 12 inch Circular 0.015000 30.00 198 883.24 197 882.79 206-205 15 inch Circular 0.008000 160.00 206 875.28 205 874.00 207-206 15 inch Circular 0.008000 198.00 207 876.86 206 875.28 208-207 12 inch Circular 0.021600 25.00 208 877.40 207 876.86 209-207 12 inch Circular 0.008600 190.00 209 878.50 207 876.86 211-210 12 inch Circular 0.042000 193.00 211 882.11 210 874.00 212-211 12 inch Circular 0.020000 45.00 212 883.01 211 882.11 214-213 21 inch Circular 0.010000 50.00 214 874.50 213 874.00 215-214 21 inch Circular 0.010000 38.00 215 874.88 214 874.50 216-215 18 inch Circular 0.010400 160.00 216 876.54 215 874.88 216A-216 12 inch Circular 0.005000 1.00 216A 876.55 216 876.54 216B-216A 12 inch Circular 0.005000 1.00 216B 876.55 216A 876.55 217-216 18 inch Circular 0.015000 95.00 217 877.97 216 876.54 218-217 12 inch Circular 0.005000 1.00 218 877.97 217 877.97 219-217 15 inch Circular 0.038000 105.00 219 881.96 217 877.97 220-219 15 inch Circular 0.047500 85.00 220 886.00 219 881.96 221-220 15 inch Circular 0.043500 70.00 221 889.04 220 886.00 222-221 15 inch Circular 0.010000 195.00 222 890.99 221 889.04 223-222 15 inch Circular 0.027000 150.00 223 895.04 222 890.99 Title: Longridge Estates s:\47425\drainage\stormcad\47425-s1 rev.stm 01/04/05 11:17:14AM ©HaestadMethods, 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 3 Scenario: Base Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ft/ft) Elevation Elevation (ft/s) (cfs) (rt) (rt) 101-100 30 inch 240,00 0.013 0.004000 101 900.96 100 900.00 6.02 25.94 102-101 30inch 30.00 0.013 0.004000 102 901.08 101 900.96 5.98 25.94 103-102 30 inch 132.00 0.013 0.004000 103 901.61 102 901.08 5.95 25.94 104-103 30inch 95.00 0.013 0.004600 104 902.05 103 901.61 6.29 27.82 105-104 30inch 145.00 0.013 0.004500 105 902.70 104 902.05 6.17 27.51 106-105 30 inch 48.00 0.013 0.004500 106 902.91 105 902.70 6.18 27.51 107-106 27 inch 30.00 0.013 0.004500 107 903.05 106 902.91 5.95 20.77 108-107 27 inch 160.00 0.013 0.004500 108 903.77 107 903.05 5.92 20.77 109-108 12inch 245.00 0.013 0.005000 109 904.99 108 903.77 3.11 2.52 110-108 27inch 160.00 0.013 0.005000 110 904.57 108 903,77 6.04 21.90 111-110 24inch 31.00 0.013 0.005000 111 904.72 110 904.57 5.77 16.00 112-111 24inch 160.00 0.013 0.005000 112 905.52 111 904.72 5.70 16.00 113-112 18 inch 230.00 0.013 0.004000 113 906.44 112 905.52 4.29 6.64 114-113 18inch 40.00 0.013 0.004000 114 906.60 113 906.44 4.29 6.64 115-114 18inch 30.00 0.013 0.004000 115 906.72 114 906.60 4.28 6.64 116-115 18 inch 152.00 0.013 0.004000 116 907.33 115 906.72 4.25 6.64 117-112 18inch 95.00 0.013 0.005000 117 906.00 112 905.52 4.75 7.43 118-117 18inch 160.00 0.013 0.007000 118 907.12 117 906.00 5.35 8.79 119-118 18 inch 30.00 0.013 0.003000 119 907.21 118 907.12 3.66 5.75 120-119 18 inch 105.00 0.013 0.004000 120 907.63 119 907.21 3.96 6.64 120B-120, 15inch 24.00 0.013 0.010000 120B 912.24 120A 912.00 5.67 6.46 122-121 27inch 118.00 0.013 0.004400 122 900.52 121 900.00 5.80 20.54 123-122 27 inch 159.00 0.013 0.005000 123 901.31 122 900.52 6.12 21.90 124-123 27inch 160.00 0.013 0.003000 124 901.79 123 901.31 4.74 16.96 125-124 27inch 9.50 0.013 0.003000 125 901.82 124 901.79 4.67 16.96 126-125 24 inch 164.00 0.013 0.003000 126 902.31 125 901.82 4.48 12.39 127-126 12 inch 65.00 0.013 0.010000 127 902.96 126 902.31 3.75 3.56 128-126 24 inch 161.00 0.013 0.003000 128 902.80 126 902.31 4.45 12.39 129-128 24 inch 30.00 0.013 0.003000 129 902.89 128 902.80 4.38 12.39 130-129 24inch 55.00 0.013 0.003000 130 903.05 129 902.89 4.31 12.39 130A-130 12 inch 30.00 0.013 0.010000 130A 903.35 130 903.05 1.86 3.56 131-130Al 12 inch 60.00 0.013 0.010000 131 903.95 130A 903.35 2.87 3.56 132-130 21 inch 132.00 0.013 0.003000 132 903.45 130 903.05 4.05 8.68 133-132 12 inch 105.00 0.013 0.010000 133 904.50 132 903.45 4.49 3.56 134-132 21 inch 160.00 0.013 0.003000 134 903.93 132 903.45 3.90 8.68 135-134 12 inch 30.00 0.013 0.010000 135 904.23 134 903.93 4.37 3.56 136-134 18 inch 55.00 0.013 0.003000 136 904.09 134 903.93 3.46 5.75 137-136 15 inch 47.00 0.013 0.003000 137 904.23 136 904.09 3.24 3.54 138-137 15 inch 350.00 0.013 0.006000 138 906.33 137 904.23 4.16 5.00 139-138 12 inch 120.00 0.013 0.010000 139 907.53 138 906.33 4.90 3.56 140-139 12inch 75.00 0.013 0.004000 140 907.83 139 907.53 3.13 2.25 141-140 12inch 30.00 0.013 0.004000 141 907.95 140 907.83 2.80 2.25 142-123 15 inch 30.00 0.013 0.010000 142 901.61 123 901.31 3.18 6.46 143-142 12 inch 105.00 0.013 0.003000 143 901.93 142 901.61 2.35 1.95 144-143 12 inch 120.00 0.013 0.004000 144 902.41 143 901.93 2.40 2.25 146-145 12 inch 223.00 0.013 0.021100 146 904.71 145 900.00 5.70 5.17 147-146 12 inch 30.00 0.013 0.005000 147 904.86 146 904.71 2.85 2.52 151-150 24inch 120.00 0.013 0.003000 151 900.36 150 900.00 4.47 12.39 152-151 24 inch 133.00 0.013 0.003000 152 900.76 151 900.36 4.43 12.39 153-152 24 inch 48.00 0.013 0.003000' 153 900.90 152 900.76 4.43 12.39 154-153 21 inch 30.00 0.013 0.003000 154 900.99 153 900.90 3.95 8.68 Title: Longridge Estates s:\47425\drainage\stormcad\47425-s I rev.stm 01/04/05 11:17:39 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 I of 3 Scenario: Base Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ft/ft) Elevation Elevation (fils) (cfs) (rt) (fi) 155-154 18inch 160.00 0.013 0.003000 155 901.47 154 900.99 3.64 5.75 156-155 15inch 160.00 0.013 0.003000 156 901.95 155 901.47 3.14 3.54 157-156 12 inch 30.00 0.013 0.003000 157 902.04 156 901.95 2.65 1.95 158-153 18inch 116.00 0.013 0.003000 158 901.25 153 900.90 3.52 5.75 159-158 15inch 30.00 0.013 0.003000 159 901.34 158 901.25 3.11 3.54 160-155 12 inch 190.00 0.013 0.003000 160 902.04 155 901.47 2.68 1.95 162-161 15inch 155.00 0.013 0.020000 162 898.45 161 895.35 8.04 9.14 163-162 12 inch 45.00 0.013 0.010000 163 898.90 162 898.45 4.87 3.56 165-164 24inch 75.00 0.013 0.006000 165 896.45 164 896.00 6.19 17.52 166-165 24inch 135.00 0.013 0.006000 166 897.26 165 896.45 6.19 17.52 167-166 18 inch 175.00 0.013 0.006000 167 898.31 166 897.26 4.99 8.14 168-167 18inch 55.00 0.013 0.006000 168 898.64 167 898.31 4.87 8.14 169-168 15inch 175.00 0.013 0.006000 169 899.69 168 898.64 4.42 5.00 170-169 15inch 30.00 0.013 0.006000 170 899.87 169 899.69 4.18 5.00 171-170 12inch 58.00 0.013 0.006800 171 900.26 170 899.87 4.01 2.94 172-171 12inch 107.00 0.013 0.006800 172 900.99 171 900.26 4.02 2.94 173-166 21 inch 105.00 0.013 0.005000 173 897.79 166 897.26 5.21 11.20 174-173 15 inch 65.00 0.013 0.005000 174 898.11 173 897.79 4.23 4.57 175-174 12inch 150.00 0.013 0.005000 175 898.86 174 898.11 3.32 2.52 176-173 12 inch 30.00 0.013 0.015000 176 898.24 173 897.79 3.98 4.36 178-177 21 inch 203.00 0.013 0.003000 I78 896.61 177 896.00 3.95 8.68 179-178 21 inch 97.00 0.013 0.003000 179 896.90 178 896.61 3.96 8.68 180-179 15 inch 63.00 0.013 0.003000 180 897.09 179 896.90 3.23 3.54 181-180 12 inch 50.00 0.013 0.003000: 181 897.24 180 897.09 2.05 1.95 182-181 12 inch 110.00 0.013 0.003000 182 897.57 181 897.24 2.78 1.95 183-179 12inch 30.00 0.013 0.010000 183 897.20 179 896.90 4.19 3.56 189-188 15 inch 400.00 0.013 0.007500 189 888.52 188 885.52 5.03 5.59 190-189 12 inch 160.00 0.013 0.007000 190 889.64 189 888.52 4.29 2.98 191-190 12 inch 53.00 0.013 0.016000 191 890.49 190 889.64 4.29 4.51 195-194 15inch 73.00 0.013 0.010000 195 881.15 194 880.42 5.72 6.46 196-195 12 inch 30.00 0.013 0.015000 196 881.60 195 881.15 6.08 4.36 197-195 12inch 164.00 0.013 0.010000 197 882.79 195 881.15 3.23 3.56 198-197 12 inch 30.00 0.013 0.015000 198 883.24 197 882.79 3.61 4.36 206-205 15 inch 160.00 0.013 0.008000 206 875.28 205 874.00 5.11 5.78 207-206 15 inch 198.00 0.013 0.008000 207 876.86 206 875.28 5.13 5.78 208-207 12 inch 25.00 0.013 0.021600 208 877.40 207 876.86 6.81 5.24 209-207 12 inch 190.00 0.013 0.008600 209 878.50 207 876.86 4.09 3.30 211-210 12 inch 193.00 0.013 0.042000 211 882.11 210 874.00 7.47 7.30 212-211 12 inch 45.00 0.013 0.020000 212 883.01 211 882.11 4.57 5.04 214-213 21 inch 50.00 0.013 0.010000 214 874.50 213 874.00 7.37 15.84 215-214 21 inch 38.00 0.013 0.010000 215 874.88 214 874.50 7.22 15.84 216-215 18 inch 160.00 0.013 0.010400 216 876.54 215 874.88 6.81 10.71 216A-216 12 inch 1.00 0.013 0.005000 216A 876.55 216 876.54 0.00 2.52 216B-216, 12 inch 1.00 0.013 0.005000 216B 876.55 216A 876.55 0.00 2.52 217-216 18 inch 95.00 0.013 0.015000 217 877.97 216 876.54 7.76 12.86 218-217 12 inch 1.00 0.013 0.005000 218 877.97 217 877.97 0.00 2.52 219-217 15 inch 105.00 0.013 0.038000 219 881.96 217 877.97 10.85 12.59 220-219 15inch 85.00 0.013 0.047500 220 886.00 219 881.96 11.64 14.08 221-220 15inch 70.00 0.013 0.043500 221 889.04 220 886.00 9.62 13.47 222-221 15 inch 195.00 0.013 0.010000 222 890.99 221 889.04 5.35 6.46 223-222 15 inch 150.00 0.013 0.027000 223 895.04 222 890.99 7.45 10.61 Title: Longridge Estates s:\47425\drainage\stormcad\47425-s I rev.stm 01/04/05 12:35:33 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 3 Scenario: Base Pipe Output Report Ii Label Section Length SonstructeCUpstream Hydraulic 3ownstrearr Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (fi/fi) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 101-100 30 inch 240.00 0.004000 101 902.92 100 901.70 24.82 2.73 102-101 30 inch 30.00 0.004000 102 903.01 101 902.92 23.26 2.73 103-102 30 inch 132.00 0.004000 103 903.43 102 903.01 22.40 2.74 104-103 30 inch 95.00 0.004600 104 903.75 103 903.43 22.23 2.75 105-104 30 inch 145.00 0.004500 105 904.33 104 903.75 21.04 2.76 106-105 30inch 48.00 0.004500 106 904.55 105 904.33 21.06 2.77 107-106 27 inch 30.00 0.004500 107 904.76 106 904.55 20.01 2.77 108-107 27 inch 160.00 0.004500 108 905.44 107 904.76 18.77 2.79 109-108 12 inch 245.00 0.005000 109 906.60 108 905.44 2.45 4.56 110-108 27inch 160.00 0.005000 110 906.02 108 905.44 16.34 2.80 111-110 24 inch 31.00 0.005000 111 906.21 110 906.02 14.63 2.80 112-111 24inch 160.00 0.005000 112 906.92 111 906.21 13.32 2.82 113-112 18 inch 230.00 0.004000 113 907.69 112 906.92 6.56 4.20 114-113 18inch 40.00 0.004000 114 907.84 113 907.69 6.57 4.21 115-114 18inch 30.00 0.004000 115 907.94 114 907.84 6.27 4.22 116-115 18 inch 152.00 0.004000 116 908.45 115 907.94 5.91 4.27 117-112 18 inch 95.00 0.005000 117 907.21 112 906.92 6.67 2.83 118-117 18 inch 160.00 0.007000 118 908.06 117 907.21 5.99 2.85 119-118 18 inch 30.00 0.003000 119 908.21 118 908.06 4.94 2.85 120-119 18inch 105.00 0.004000 120 908.49 119 908.21 4.12 2.87 120B-120t 15inch 24.00 0.010000 120B 913.09 120A 912.76 4.41 2.37 122-121 27 inch 118.00 0.004400 122 902.11 121 901.46 17.41 3.80 123-122 27inch 159.00 0.005000 123 902.84 122 902.11 17.59 3.84 124-123 27 inch 160.00 0.003000 124 903.31 123 902.84 13.51 3.89 125-124 27 inch 9.50 0.003000 125 903.34 124 903.31 12.60 3.89 126-125 24inch 164.00 0.003000 126 903.84 125 903.34 11.51 3.94 127-126 12inch 65.00 0.010000 127 903.87 126 903.84 0.87 4.89 128-126 24 inch 161.00 0.003000 128 904.28 126 903.84 10.96 4.00 129-128 24inch 30.00 0.003000 129 904.34 128 904.28 9.90 4.01 130-129 24 inch 55.00 0.003000 130 904.44 129 904.34 9.13 4.03 130A-130 12 inch 30.00 0.010000 130A 904.49 130 904.44 1.46 4.96 !31-130A 12 inch 60.00 0.010000 131 904.49 130A 904.49 0.34 5.00 132-130 21 inch 132.00 0.003000 132 904.74 130 904.44 7.40 4.08 133-132 12 inch 105.00 0.010000 133 905.05 132 904.74 1.71 4.78 134-132 21 inch 160.00 0.003000 134 905.04 132 904.74 6.04 4.14 135-134 12 inch 30.00 0.010000 135 905.09 134 905.04 1.54 4.15 136-134 18inch 55.00 0.003000 136 905.12 134 905.04 3.72 4.27 137-136 15 inch 47.00 0.003000 137 905.21 136 905.12 3.03 4.29 138-137 15 inch 350.00 0.006000 138 906.99 137 905.21 2.70 4.42 139-138 12 inch 120.00 0.010000 139 908.21 138 906.95 2.46 4.47 140-139 12inch 75.00 0.004000 140 908.47 139 908.21 1.63 4.52 141-140 12inch 30.00 0.004000 141 908.50 140 908.47 1.02 5.75 142-123 15 inch 30.00 0.010000 142 902.95 123 902.84 3.90 4.55 143-142 12inch 105.00 0.003000 143 903.23 142 902.95 1.85 4.64 144-143 12 inch 120.00 0.004000 144 903.57 143 903.23 1.89 4.74 146-145 12 inch 223.00 0.021100 146 905.22 145 900.37 1.49 5.25 147-146 12 inch 30.00 0.005000 147 905.26 146 905.22 0.80 5.30 151-150 24 inch 120.00 0.003000 151 901.82 150 901.21 11.31 4.55 152-151 24inch 133.00 0.003000 152 902.19 151 901.82 10.52 4.61 153-152 24inch 48.00 0.003000 153 902.33 152 902.19 10.57 4.64 154-153 21 inch 30.00 0.003000 154 902.37 153 902.33 6.45 4.65 Title: Longridge Estates s:\47425\d rainage\stormcad\47425-s 1 rev.stm 01/04/05 11:17:59 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 t of 3 Scenario: Base Pipe Output Report il Label Section Length ConstructeCUpstream Hydraulic :)ownstrearr Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ft/ft) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 155-154 18inch 160.00 0.003000 155 902.65 154 902.37 4.78 4.74 156-155 15 inch 160.00 0.003000 156 902.87 155 902.65 2.55 5.09 157-156 12inch 30.00 0.003000 157 902.90 156 902.87 1.29 5.15 158-153 18 inch 116.00 0.003000 158 902.46 153 902.33 4.01 4.82 159-158 15inch 30.00 0.003000 159 902.49 158 902.46 2.45 4.95 160-155 12 inch 190.00 0.003000 160 902.91 155 902.65 1.36 4.88 162-161 15inch 155.00 0.020000 162 899.47 161 896.12 6.35 4.49 163-162 12 inch 45.00 0.010000 163 899.56 162 899.47 2.40 4.51 165-164 24 inch 75.00 0.006000 165 897.79 164 897.34 13.88 4.20 166-165 24 inch 135.00 0.006000 166 898.61 165 897.80 13.99 4.23 167-166 18 inch 175.00 0.006000 167 899.24 166 898.61 5.76 4.29 168-167 18 inch 55.00 0.006000 168 899.51 167 899.24 5.14 4.30 169-168 15inch 175.00 0.006000 169 900.47 168 899.51 3.55 4.36 170-169 15inch 30.00 0.006000 170 900.54 169 900.47 2.78 4.37 171-170 12inch 58.00 0.006800 171 900.86 170 900.54 1.97 4.40 172-171 12inch 107.00 0.006800 172 901.60 171 900.87 2.00 4.45 173-166 21 inch 105.00 0.005000 173 899.01 166 898.61 9.30 4.74 174-173 15 inch 65.00 0.005000 174 899.23 173 899.01 4.25 4.77 175-174 12 inch 150.00 0.005000 175 899.45 174 899.23 1.44 4.88 176-173 12inch 30.00 0.015000 176 899.24 173 899.01 3.12 4.94 178-177 21 inch 203.00 0.003000 178 897.73 177 896.94 6.43 4.27 179-178 21 inch 97.00 0.003000 179 898.03 178 897.73 6.49 4.30 180-179 15inch 63.00 0.003000 180 898.22 179 898.03 3.78 4.33 181-180 12 inch 50.00 0.003000 181 898.32 180 898.22 1.61 4.37 182-181 12inch 110.00 0.003000 182 898.55 181 898.32 1.64 4.44 183-179 12inch 30.00 0.010000 183 898.06 179 898.03 1.31 5.42 189-188 15 inch 400.00 0.007500 189 889.36 188 886.35 4.33 3.95 190-189 12 inch 160.00 0.007000 190 890.38 189 889.36 2.67 4.76 191-190 12inch 53.00 0.016000 191 890.86 190 890.38 0.77 5.84 195-194 15inch 73.00 0.010000 195 882.02 194 881.20 4.63 4.94 196-195 12 inch 30.00 0.015000 196 882.37 195 882.02 3.23 4.95 197-195 12inch 164.00 0.010000 197 883.09 195 882.02 0.52 5.26 198-197 12inch 30.00 0.015000 198 883.52 197 883.09 0.46 5.30 206-205 15 inch 160.00 0.008000 206 876.10 205 874.78 4.11 4.17 207-206 15 inch 198.00 0.008000 207 877.69 206 876.07 4.17 4.23 208-207 12 inch 25.00 0.021600 208 878.13 207 877.69 2.85 4.24 209-207 12 inch 190.00 0.008600 209 879.01 207 877.69 1.47 4.70 211-210 12inch 193.00 0.042000 211 882.65 210 874.32 1.62 5.39 212-211 12 inch 45.00 0.020000 212 883.36 211 882.65 0.73 5.48 214-213 21 inch 50.00 0.010000 214 875.85 213 875.22 13.15 4.12 215-214 21 inch 38.00 0.010000 215 876.16 214 875.85 11.76: 4.13 216-215 18 inch 160.00 0.010400 216 877.71 215 876.16 9.15 4.17 216A-216 12 inch 1.00 0.005000 216A 877.71 216 877.71 0.00 0.00 216B-2161 12 inch 1.00 0.005000 216B 877.71 216A 877.71 0.00 0.00 217-216 18inch 95.00 0.015000 217 879.09 216 877.71 8.41 4.18 218-217 12 inch 1.00 0.005000 218 879.09 217 879.09 0.00 0.00 219-217 15 inch 105.00 0.038000 219 883.07 217 879.09 7.95 4.20 220-219 15 inch 85.00 0.047500 220 887.08 219 883.07 7.48 4.21 221-220 15 inch 70.00 0.043500 221 889.86 220 887.08 4.08 4.22 222-221 15inch 195.00 0.010000 222 891.74 221 889.86 3.44 4.28 223-222 15 inch 150.00 0.027000 223 895.74 222 891.74 3.02 4.31 Title: Longridge Estates Project Engineer: Dave Stoeppelwerth s:\47425\drainage\stormcad\47425-s1 rev.stm Stoeppelwerth & Associates, In¢ StormCAD v5.5 [5.5003] 01/04/05 12:36:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 3 mil GUTTER SPREAD CALCULATIONS mil -- Scenario: Base Label Inlet Local Inlet Local C ntensity Area Rational (in/hr) (acres) Flow (cfs) 101 0.39 5.09 1.47 2.94 102 0.45 5.15 0.76 1.78 103 0.26 4.94 0.32 0.41 104 0.29 4.69 1.58 2.17 106 0.48 4.94 0.80 1.91 107 0.46 4.82 1.02 2.28 108 0.30 4.82 1.19 1.73 109 0.25 4.56 2.13 2.45 110 0.45 4.86 1.35 2.97 111 0.43 4.70 1.12 2.28 112 0.30 4.69 0.97 1.38 114 0.44 5.45 0.16 0.39 115 0.45 5.48 0.20 0.50 116 0.25 4.27 1.39 1.50 117 0.26 4.88 0.96 1.23 118 0.44 4.76 0.84 1.77 119 0.37 4.95 0.79 1.46 120 0.30 2.87 4.75 4.12 120B 0.30 2.37 6.20 4.41 123 0.45 5.57 0.55 1.39 124 0.49 5.15 0.48 1.22 125 0.47 5.15 0.68 1.66 127 0.29 4.89 0.61 0.87 128 0.48 4.95 0.56 1.34 129 0.48 5.27 0.42 1.07 130 0.43 5.78 0.36 0.90 130A 0.52 6.05 0.43 1.36 131 0.20 5.00 0.34 0.34 133 0.29 4.78 1.22 1.71 134 0.47 5.15 0.46 1.12 135 0.32 4.15 1.15 1.54 136 0.43 5.45 0.38 0.90 137 0.20 5.15 0.47 0.49 138 0.20 5.57 0.30 0.34 139 0.35 5.90 0.54 1.12 140 0.33 4.52 0.55 0.83 141 0.44 5.75 0.40 1.02 142 0.43 4.94 1.06 2.27 144 0.23 4.74 1.72 1.89 146 0.47 5.27 0.28 0.70 147 0.47 5.30 0.32 0.80 151 0.26 4.83 0.78 0.99 153 0.46 6.47 0.13 0.39 154 0.47 4.89: 0.80 1.85 155 0.30 4.88 0.76 1.12 156 0.46 5.15 0.54 1.29 157 0.46 5.15 0.54 1.29 158 0.44 4.82 0.76 1.62 159 0.45 4.95 1.09 2.45 160 0.30 4.88 0.92 1.36 162 0.45 4.99 1.94 4.39 Title: Longridge Estates s:\47425\d rainage\stormcad\47425-s1 rev.stm 01/04/05 11:18:28 AM © Haestad Methods, Inc. Inlet-Local Rational Flow Stoeppelwerth & Associates, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Dave Stoeppelwerth StormCAD v5.5 [5.5003] +1-203-755-1666 Page I of 2 ~ ~ C ~ ~ ~ ~~ ......... ~.~.~.~.~._.~._ o  -- 00~00~~~~ ' ~ oooooooooooo m ~ doadooddodidd 0 ~=~ ~oo~d°°°°°o~o~o 0 ~ -= ~dd;~oddo ' '~ ' ~ _ !