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HomeMy WebLinkAboutDrainage ReportWESTON POINTE SE C TION 1 DRAINA GE REPORT PREPARED FOR: Portrait Homes, L.L. C. 8250 Haverstick Road Suite 110 Indianapolis, IN 46240 PREPARED B Y: Christopher M. Figueroa Stoeppelwerth and Associates (317) 577-3400, ext. 33 DA TE PREPARED: December 15, 2003 WESTON POINTE SECTION 1 TABLE OF CONTENTS 1. PROJECT NARRATIVE 2. PRE-DEVELOPED CONDITIONS 3. POST-DEVELOPED CONDITIONS 4. PIPE SIZING CALCULATIONS 5. BACK COVER POCKET PRE-DEVELOPED MODEL BASIN MAP POST-DEVELOPED STORAGE-ROUTING MODEL BASIN MAP POST-DEVELOPED PIPE-SIZING MODEL BASIN MAP WESTON POINTE SECTION 1 DRAINAGE NARRATIVE Portrait Homes, L.L.C. is proposing the development of a residential subdivision in Hamilton County to be known as Weston Pointe, Section One. The site is located on the East Side of Michigan Road and just north of West 106th Street. The site is more specifically located in a part of the Southwest Quarter of Section 6, Township 17 North, Range 3 East in Hamilton County, Indiana. EXISTING CONDITIONS The pre-developed Weston Point site has been analyzed as two separate basins. The eastern portion of the site drains into an existing 2 l"pipe that is in the subdivision known as The Village at Weston Place, Section Two. The western portion of site drains to the west and exits the site via a 24" culvert that is under U.S. 421. The site is almost entirely surrounded by other subdivisions. To the south of the site there is a subdivision known as The Village at Weston Place, Section Two. To the east'there is a subdivision known as Park at Weston Place, Section Three. To the north there is a medium sized commercial site. There is a small portion of offsite that enters the eastern portion of the site. This offsite consist of agricultural land. The soils for the site are an even mixture of B and C; Brookston and Crosby with small pockets of Miami soil. The Weston Pointe site is currently agricultural land. To establish the 1 O-year allowable discharge rate for the post-developed Weston Pointe 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 basins. Likewise, to establish the 2-year allowable discharge 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 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 ICPR and used to compute multiple hydrographs. 2-year and 1 O-year hydrographs Were developed for the single basin. Pre-Developed Discharge at The Villages at Weston Place Section Two. (East) 2-Year onsite- 15.64 c.f.s. 1 O-year ~onsite- 28.02 c.fis. Pre-Developed Discharge at 24" culvert under U.S. 421 (West) 2-year onsite- 14.96 c.fis. 10-year onsite- 28.21 c.fis. PROPOSED CONDITIONS There will be three ponds in Weston Pointe. Pond 1 will be located south of the main entrance. This pond will handle all of the onsite acreage to the north of the main entrance. There will be two ponds located to the east of the site. These ponds will handle all of the town homes as well as all of the offsite to the north. Lake 1 will release into a series of pipes that outlet into the 24" existing culvert that crosses U.S. 421. Lakes 2 and 3 will release into a series of interconnected pipes that outlet into the existing 21" pipe that is in the subdivision known as The Village at Weston Place Section Two. 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 at The Villages at Weston Place Section Two. (East) 1 O-year onsite- 9.74 c.f.s. 100-year onsite- 13.09 c.f.s. Post-Developed Discharge at 24" culvert under U.S. 421 (West) 1 O-year onsite- 11.19 c.fis. 100-year onsite- 15.76 c.f.s. LOCATION MAP SOILS MAP PRE-DEVELOPED CONDITIONS Weston Point Job# 37963 Pre-Developed Site Basin1 Subbasin Area CN Agricultural 15.53 ac 78 Woods (B-C) 2.62 ac 66 Total 18.15 ac 76 Off 1 Subbasin Agricultural Area CN 5.68 ac 78 Total 5.68 ac 78 Off 2 Subbasin Agricultural Total Area CN 0.65 ac 78 0.65 ac 78 0 0 0 13.. 0 ,,...... ~ O0 ~'-- 0 ~ c5!c5 o ._j 0 0 0 O0 ~l 0 O0 ~ · ._ · - ~ ~ ~.. 0 ~-- 0 ~- oc:;o > ~ e,i e,i e,i % 3' II I~ ~_ 0 OCli 000 ~ '-' c5 o o 000 ~- c5 c:; o m moo ******************80-80 LIST OF INPUT DATA FOR TR-20 --**--****************** '"" JOB TR-20 TITLE 001 TITLE 6 RUNOFF 1 001 6 RUNOFF 1 002 6 ADDHYD 4 003 6 RUNOFF 1 004 6 ADDHYD 4 005 ENDATA -- 7 INCRSM 6 7 CCMPUT 7 001 7 CCIv~UT 7 002 ENEflvm 1 7 CCMPIIf 7 001 7 C(]vIPUT 7 002 S~Y WEST(IN POINTE EAST PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS 1 0.02836 76.0 0.99 1 1 1 1 1 BASIN1 2 0.00888 78.0 1.02 1 1 1 1 1 OFF1 123 111 4 0.00102 78.0 0.55 1 1 1 1 1 OFF2 345 111 0.1 001 0.0 2.93 1.0 2 2 02 24 02YEAR 005 0.0 4.15 1.0 2 2 02 24 10YEAR 001 0.0 4.15 1.0 2 2 10 24 10YEAR 005 0.0 5.75 1.0 2 2 10 24 00YEAR EBKiIOB 2 ********************************--** 80-80 ************************************ CONTROL OPERATION INCEEM MAIN TIME INCREMSIYf = . 10 HOURS EXSLTrfIVE CONTROL OPERATION CCMPUT + FRCM XSECTION 1 + TO XSSLTICN 1 STARTING TIME = .00 RAIN DEPTH = 2.93 RAIN DURATIfA~ 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.= 2 STORM NO.=24 MAIN TIME IN~ = .10 HOURS RDSORD ID RKE~ ID 02YEAR OPERATION RUNOFF CROSS SECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(~) 12.56 8.56 (RUNOFF) TIME(HRS) FIRST HYDRCLIRAPH POINT= .00 HOURS TIME INC~= .10 HOURS 11.00 DISCHG .00 .01 .02 .04 .06 .09 .16 12.00 DISCHG 2.06 3.43 5.09 6.70 7.89 8.48 8.53 13.00 DISCHG 5.74 5.05 4.48 4.01 3.60 3.25 2.94 14.00 DISCHG 2.08 1.93 1.80 1.69 1.59 1.50 1.42 15.00 DISCHG 1.15 1.10 1.06 1.02 1.00 .97 .95 16.00 DISCHG .86 .85 .84 .83 .82 .81 .81 17.00 DISCHG .77 .75 .74 .73 .71 .70 .70 18.00 DISCHG .68 .67 .65 .64 .62 .61 .60 19.00 DISCHG .56 .56 .56 .56 .55 .55 .55 20.00 DISCHG .55 .54 .53 .51 .50 .48 .47 21.00 DISCHG .44 .43 .43 .43 .43 .42 .42 22.00 DISCHG .42 .42 .42 .42 °42 .42 .42 23.00 DISCHG .42 .42 .42 .42 .42 .42 .42 24.00 DISCHG .42 .41 .39 °36 .32 .28 .24 25.00 DISCHG .09 .07 .06 .04 .03 .03 .02 26.00 DISCHG .01 .01 .00 DRAINAGE AREA= .03 SQ.MI. .28 .54 1.09 8.14 7.44 6.58 2.68 2.45 2.25 1.35 1.28 1.21 .93 .90 .88 .80 .79 .78 .69 .69 .68 .59 .58 .57 .55 .55 .55 .46 .45 044 .42 .42 .42 .42 .42 .42 .42 .42 .42 .19 .15 .12 .02 .01 .01 RUNOFF VOLUME ABOVE BASEFI/DW = .97 BIATERSHED INCHES, 17.70 CFS-HRS, 1.46 ACRE-FEET; BASEFIJ2~ = .00 CFS HYDROGRAPH FOR XSECTION 1, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- IXILXIPIVE CCBIfROL OPERATION C(]vlpuT + FRCM XSECTION 2 + TO XSfETION STARTING TIME = .00 RAIN DEPTH = 4.15 RAIN DURATI(~%= ALTERNATE NO.= 2 STORM NO.=24 MAIN TIME INCRfMEhIf = 5 1.00 RAIN TABLE NO.= 2 .10 HOURS ~ ID 10YEAR ANT. MOIST. C~TE~ 2 OPERATION RUNOFF CROSS SECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.55 5.82 (RUNOFF) TIME(HRS) FIRST HYDRCGRAPH POINT = .00 HOURS TIME INC~ = .10 HOURS DRAINAGE AREA = 1 .01 SQ.MI. TR20 X]DQ 10-15-03 08' 07 REV PC 09/83(.2) WESTON POINTE PREDEAZSIOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 9.00 DISCHG .00 .00 .00 .01 .01 .01 .02 .02 .03 10.00 DISCHG .04 .05 .06 .06 .07 .08 .09 .11 .12 11.00 DISCHG .16 .19 .22 .25 .29 .33 .40 .52 .74 12.00 DISCHG 1.79 2.69 3.73 4.72 5.44 5.78 5.77 5.48 5.00 13.00 DISCHG 3.82 3.33 2.92 2.59 2.30 2.05 1.85 1.67 1.51 14.00 DISCHG 1.26 1.17 1.08 1.01 .94 .88 .83 .79 .74 15.00 DISCHG .67 .63 .61 .58 .57 .55 .54 .52 .51 16.00 DISCHG .49 .48 .47 .46 .46 .45 .45 .45 .44 17.00 DISCHG .43 .42 .41 .40 .40 .39 .39 .38 .38 18.00 DISCHG .37 .37 .36 .35 .34 .34 .33 .32 .32 19.00 DISCHG .31 .31 .31 .30 .30 .30 .30 .30 .30 20.00 DISCHG .30 .29 .29 .28 .27 .26 .26 .25 .24 21.00 DISCHG .24 .24 .23 .23 .23 .23 .23 .23 .23 22.00 DISCHG .23 .23 .23 .23 .23 .23 .23 .23 .23 23.00 DISCHG .23 .23 .23 .23 .23 .23 .23 .23 .23 24.00 DISCHG .23 .22 .21 .20 .18 .16 .13 .11 .09 25.00 DISCHG .05 .04 .03 .03 .02 .02 .01 .01 .01 26.00 DISCHG .00 .03 .14 1.14 4.41 1.38 .70 .50 °44 .38 .31 .30 .24 .23 .23 .23 .07 .01 RUNOFF VOLUMEABOVEBASEFI/IW= 2.01 WATERSHED INCHES, 11.49 CFS-HRS, .95 ACRE-FEET; BASEF//IW = .00 CFS HYDRCGRAPH FOR XSECTION 2, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- OPERATION ADDHYD CROSS SECTION 3 HYDRCE4V~H FOR XSECTION 3, ALTfZNATE 2, STORM 24, ADDED TO OUTPUT HYDRCGRAPH FILE --- OPERATION RUNOFF CROSS SECTION 4 *** km/~NING-NO PEAK FOUND, MAXIMUM DISCHARGE= .03 CFS. PEAK TIME (HRS) PEAK DISCHARGE (CFS) PEAK ELEVATION (FEET) 23.70 . 03 (RUNOFF) 12.20 1.00 (RUNOFF) TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INC~ = .10 HOURS 9.00 DISCHG .00 .00 .00 .00 .00 .00 .00 10.00 DISCHG .01 .01 .01 .01 .01 .01 .02 11.00 DISCHG .03 .03 .04 .04 .05 .06 .08 12.00 DISCHG .60 .86 1.00 .97 .82 .63 .49 13.00 DISCHG .23 .20 .18 .16 .15 .13 .12 14.00 DISCHG .10 °09 .09 .08 .08 .08 .07 15.00 DISCHG .06 .06 .06 .06 .06 .06 .06 16.00 DISCHG .05 .05 .05 .05 .05 .05 .05 17.00 DISCHG .05 .04 .04 .04 .04 .04 .04 18.00 DISCHG .04 .04 .04 .04 .04 .04 .03 19.00 DISCHG .03 .03 .03 .03 .03 .03 .03 DRAINAGE ARFA= .00 SQ.MI. .00 .01 .01 .02 .02 .03 .12 .20 .35 .39 .32 .27 .12 .11 .10 .O7 .O7 .06 .05 .05 .05 .05 .05 .05 .04 .04 .04 °03 .03 .03 .03 .03 .03 PASS PAGE TR20 XEQ 10-15-03 08: 07 REV PC 09/83 (.2) WESTON POINTE PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 20.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 21.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 22.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 23.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 24.00 DISCHG .02 .02 .02 .01 .01 .01 .00 .03 .03 .03 .03 RUNOFF VOLuMEABOVEBASEFIf~= 2.00WATERSHED INCHES, 1.32 CFS-HRS, .11 ACRE-FEET; BASEFI/IW = .00 CFS HYDRcGRAPH FOR XSFLTION 4, ALTERNATE 2, STORM 24, ADDED TO CgT~ HYDRoGRAPH FILE --- PASS PAGE OPERATION ADDHYD CROSS SECTICN 5 HYDROG?APH FOR XSECTION 5, ALTERNATE 2, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- 5XfLIIEIVE CONTROL OPERATION ENIXiMP + C®UTATIONS C(/vipIEITD FOR PASS 1 RECORD ID EXZLII~IVE CONTROL OPERATION CCMPUT + FRCM XSFETION 1 + TO XSECTION 1 STARTING TIME = .00 RAIN DEPTH = 4.15 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTKIRNATE NO. =10 STORM NO. =24 MAIN TIME INCRKMflFf = .10 HOURS R~CORD ID 10YEAR ANT. MOIST. C/]kI)= 2 OPERATION RUNOFF CROSS SECTION i PEAK TIME (}{KS) PEAK DISCHARGE (CFS) PEAK ELEVATION (FEET) 12.53 17.36 (RUNOFF) TIME(HRS) FIRST HYDROGRAPH POINT= .00 HOURS TIME INC~= .10 HOURS 9.00 DISCHG .00 .00 .00 .00 .00 .00 .01 10.00 DISCHG .04 ~06 .07 .09 .12 .14 .17 11.00 DISCHG .36 .43 .51 .60 .71 .83 1.02 12.00 DISCHG 5.29 8.09 11.32 14.33 16.42 17.31 17.11 13.00 DISCHG 10.99 9.58 8.43 7.47 6.65 5.95 5.36 14.00 DISCHG 3.71 3.43 3.18 2.97 2.78 2.62 2.47 15.00 DISCHG 1.99 1.89 1.82 1.76 1.71 1.66 1.62 16.00 DISCHG 1.47 1.44 1.42 1.40 1.39 1.38 1.37 17.00 DISCHG 1.30 1.28 1.25 1.23 1.21 1.19 1.18 18.00 DISCHG 1.14 1.12 1.10 1.08 1.05 1.02 1.00 19.00 DISCHG .95 .94 .94 .93 .93 .93 .93 20.00 DISCHG .91 .90 .88 .85 .83 .80 .78 21.00 DISCHG .73 .72 .72 .71 .71 .71 .70 22.00 DISCHG .70 .70 .70 .70 .70 .70 .70 23.00 DISCHG .70 .70 .70 .70 .70 .70 070 24.00 DISCHG .69 .67 .64 .60 .54 .46 .39 25.00 DISCHG .15 .12 .09 .07 .06 .04 .03 DRAI~~= .03 SQ.MI. .01 .02 .03 .21 .25 .30 1.35 1.99 3.24 16.09 14.53 12.71 4.85 4.41 4.03 2.34 2.21 2.10 1.58 1.54 1.51 1.36 1.35 1.33 1.17 1.16 1.15 .98 .97 .96 .93 .92 .92 .76 .75 .74 .70 .70 .70 .7O .70 .7O .70 .70 .70 .32 .25 .20 .O3 .O2 .02 TR20XEQ 10-15-03 08:07 WESTX/g POINTE JOB 1 REV PC 09/83(.2) PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS PASS PAGE 26.00 DISCHG .01 .01 .01 .01 .00 RUNOFF VOLUMEABOVE BASEFLE~= 1.85 WATERSHED INCHES, 33.89 CFS-HRS, 2.80 ACRE-FEET; BASEFIf~= .00 CFS HYDROGRAPH FOR XSKETION 1, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDRCGRAPH FILE --- EXECUTIVE Cf/YfROL OPERATION CC~PUT + FRC~ XSECTION 2 + TO XSECTION 5 STARTING TIME = .00 RAIN DEPTH = 5.75 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ALTERNATE NO. =10 STORM NO. =24 MAIN TIME IN~ = .10 HOURS RECORD ID 00YEAR ANT. MOIST. CflkI)= 2 OPERATION RUNOFF CROSS SECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.53 9.87 (RUNOFF) TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INC~ = .10 HOURS 7.00 DISCHG .00 .00 .00 .00 .00 .00 .01 8.00 DISCHG .02 .02 .03 .03 .04 .04 .05 9.00 DISCHG .09 .10 .11 .12 .13 .14 .15 10.00 DISCHG .20 .22 .23 .25 .27 .29 .31 11.00 DISCHG .45 .50 .56 .62 .70 .78 .92 DRAINAGE AREA= .01 SQ.MI. .01 .01 .01 .06 .07 .08 .16 .17 .19 .34 .37 .41 1.13 1.53 2.25 12.00 DISCHG 3.38 4.88 6.61 8.22 9.35 9.84 9.73 9.18 8.31 7.29 13.00 DISCHG 6.29 5.44 4.76 4.19 3.71 3.30 2.95 2.65 2.40 2.18 14.00 DISCHG 1.99 1.83 1.69 1.57 1.47 1.37 1.29 1.22 1.15 1.09 15.00 DISCHG 1.03 .98 .93 .90 °87 .85 .82 .80 .78 .76 16.00 DISCHG .74 .73 .72 .71 .70 .69 .69 .68 .68 .67 17.00 DISCHG .65 .64 .63 .62 .60 °60 .59 .58 .58 .57 18.00 DISCHG .57 .56 .55 .54 .52 .51 .50 .49 .48 °48 19.00 DISCHG .47 .47 .47 .46 .46 .46 .46 .46 .46 .46 20.00 DISCHG .45 .45 .44 .42 .41 .40 .39 .38 .37 .36 21.00 DISCHG .36 .36 .35 .35 .35 .35 .35 .35 .35 .35 22.00 DISCHG .35 .34 .34 .34 .34 .34 .34 .34 .34 .34 23.00 DISCHG .34 .34 .34 .34 .34 .35 .35 .35 .34 .34 24.00 DISCHG .34 .33 .32 .30 .27 .23 .20 .16 .13 .10 25.00 DISCHG .08 .06 .05 .04 .03 .02 .02 .01 .01 .01 26.00 DISCHG .01 .01 .00 RUNOFF VOLUME ABOVE BASEFI/~ = 3.36 WATERSHED INCHES, 19.23 CFS-HRS, 1.59 ACRE-FEET; BASEF//~ = .00 CFS HYDROGRAPH FOR XSECTION 2, ALTERNATE 10, STOgM 24, ADDED TO OLrfPUr HYDRCGtV~H FILE --- OPERATION ADDHYD CROSS SECTION 3 HYDROGRAPH FOR XSECTION 3, ALTERNATE 10, STORM 24, ADDED TO (YJrPUr HYDRCGRAPH FILE TR20 XEQ 10-15-03 08:07 WESTON POINTE JOB 1 REV PC 09/83(.2) PREDEVELOPED SITE - CRITICAL DURATION AMALYSIS PASS PAGE OPERATICN RUNOFF CROSS SECTION 4 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.22 1.70 (RUNOFF) TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCP,~i~/~f = .10 HOURS DRAINAGE AREA= .00 SQ.MI. 8.00 DISCHG .00 .00 .01 .01 .01 .01 .01 .01 .01 .01 9.00 DISCHG .01 .02 .02 .02 .02 .02 .02 .02 .03 .03 10.00 DISCHG .03 .03 .03 .04 .04 .04 .05 .05 .06 .07 11.00 DISCHG .07 .08 .09 .10 .11 .13 .16 .24 .39 .65 12.00 DISCHG 1.06 1.49 1.69 1.61 1.35 1.04 .80 .63 .51 .43 13.00 DISCHG .37 .32 .28 .25 .23 .21 .19 .18 .17 .16 14.00 DISCHG .15 .14 .13 .13 .12 .12 .11 .11 .10 .10 15.00 DISCHG .10 .09 .09 .09 .09 .09 .08 .08 .08 .08 16.00 DISCHG .08 .08 .08 .08 .08 .08 .08 .08 .07 .07 17.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .06 .06 18.00 DISCHG .06 .06 .06 .06 .05 .05 .05 .05 .05 .05 19.00 DISCHG .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 20.00 DISCHG .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 21.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 22.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 23.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 24.00 DISCHG .04 .03 .03 .02 .02 .01 .01 .00 RUNOFF VOLUMEABOVE BASEFLOW = 3.35 WATERSHED INCHES, 2.21 CFS-HRS, .18 ACRE-FEET; BASEFLO~= .00 CFS --- HYDRCGRY~H FOR XSECTION 4, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDROGRAPH FILE --- OPERATION ADDHYD CROSS SECTION 5 HYDROGRAPH FOR XSECTION 5, ALTERMATE 10, STORM 24, ADDED TO OUTPUT HYDRCGRAPH FILE EXZLXTfIVE C(/XrfROL OPERATION END(IMP + CCMPUTATIONS CCMPLETED FOR PASS 2 RIEORD ID EXEEUrIVECoNTROL OPERATION ENIiIOB 1 RmCORD ID TR20 XEQ 10-15-03 08 '07 WESTON POINTE JOB 1 REV PC 09/83(.2) PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS S~Y TABLE 1 - SELECTED RESULTS OF STANDARD AND EXILIIZIVE C~L INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFIT~ THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT. ) S~CTION/ STANDARD RAIN ANTEC MAIN PP4~DCIPITATION STR~ CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCP~M BEGIN ~ DURATION ~ (SQ MI) (HR) (HR) (IN) (HR) (IN) ELEVATION TIME (~T) (HR) SUMMARY PAGE 5 AL~TE 2 STORM 24 + XSSETION 1 RUNOFF .03 2 2 .10 .0 2.93 24.00 .97 XSSLTION 2 RUNOFF .01 2 2 .10 .0 4.15 24.00 2.01 XS~CTION 3 ADDHYD .04 2 2 .10 .0 4.15 24.00 1.21 XSELTION 4 RUNOFF .00 2 2 .10 .0 4.15 24.00 2.00 XSEETION 5 ADDHYD .04 2 2 .10 .0 4.15 24.00 1.24 ALTERNATE 10 STORM 24 + XSEL-TION 1 RUNOFF .03 2 2 .10 .0 4.15 24.00 1.85 XSKL-TION 2 RUNOFF .01 2 2 .10 .0 5.75 24.00 3.36 XSEETION 3 ADDHYD .04 2 2 .10 .0 5.75 24.00 2.21 XSEL-~fION 4 RUNOFF .00 2 2 .10 .0 5.75 24.00 3.35 XSEETION 5 ADDHYD .04 2 2 .10 .0 5.75 24.00 2.24 1 (CFS) (CSM) 12.56 8.56 302.0 12.55 5.82 655.7 12.55 14.37 386.0 12.20 1.00 981.6 12.54 14.96 391.1 12.53 17.36 612.2 12.53 9.87 1111.6 12.53 27.23 731.3 12.22 1.70 1667.1 12.52 28.21 737.3 TR20 XEQ 10-15-03 08: 07 REV PC 09/83 (.2) WEST(iN POINTE PRED~PFf) SITE - CRITICAL DURATION ANALYSIS JOB 1 S~Y PAGE 6 SUN~VlARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STR~ EOR ALL STORMS AND ALTERMATES XS~ILTION/ DRAINAGE STRUCTURE AREA STORM NI2~ .......... ID (SQ MI) 24 0XSEETION 1 .03 + ALTERNATE 2 ALTERNATE 10 0 XSmCTION 2 + ALTERNATE 2 ALTERBIATE 10 0 XSECTION 3 + ALTERNATE 2 ALTERNATE 10 0 XSEL-TION 4 + ALTERMATE 2 ALTERNATE 10 0 XS~L~TION 5 + .01 .O4 .00 .O4 ALTERNATE 2 ALTERNATE 10 1END OF 1 JOBS IN THIS RUN 8.56 17.36 5.82 9.87 14.37 27.23 1.00 1.70 14.96 28.21 Weston Point West Job# 37963 Pre-Developed Site Basin1 rSubbasin Agricultural Area CN 10.16 ac 78 Total 10.16 ac 78 Off 1 iSubbasin Agricultural Area 8.91 ac CN 78 Total 8.91 ac 78 0 0 ********************-** LIST OF INPUT DATA FOR TR-20 ***--****************** JOB TR-20 TITLE 001 TITLE 6 RUNOFF 1 001 6 RUNOFF 1 002 6 ADDHYD 4 003 ENDATA 7 IN~ 6 7 CCMP~ 7 001 7 CCMPUT 7 002 7 C(~PUT 7 001 7 ~UT 7 002 E~DJOB 2 SUNMARY WESTON POINTEWEST PREDEVELOPED SITE - CRITICAL DURATION AMALYSIS 1 0.01588 78.0 0.81 1 1 2 0.01392 78.0 0.97 1 1 1 2 3 1 1 1 BASIN1 1 1 1 OFF1 111 0.i 001 0.0 2.93 1.0 2 2 02 24 02YEAR 003 0.0 4.15 1.0 2 2 02 24 10YEAR 001 0.0 4.15 1.0 2 2 10 24 10YEAR 003 0.0 5.75 1.0 2 2 10 24 00YEAR *********************************** 80-80 ************************************ EX~7/fIVE CCRrfROL OPERATION INCP~I~ + MAIN TIME INCP~/V/ENT = .10 HCgRS EX~CIT~IVE CONTROL OPERATION CCMPUT + + FRGM 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 INC~ = . 10 HOJRS P~C~ ID 02YEAR ANT. MOIST. COND=2 OPERATION RUNOFF CROSS SECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.41 6.31 (RUNOFF) TIME(HRS) FIRST HYDRCGRAPH POINT= .00 HCgRS 10.00 DISCHG .00 .00 .00 11.00 DISCHG .04 .05 .08 12.00 DISCHG 2.30 3.65 5.08 13.00 DISCHG 2.96 2.58 2.26 14.00 DISCHG 1.07 1.00 .94 15.00 DISCHG .63 .61 .59 16.00 DISCHG .50 .49 .49 17.00 DISCHG .45 .44 .43 18.00 DISCHG .40 .39 .38 19.00 DISCHG .33 .33 .33 20.00 DISCHG .32 .31 .30 21.00 DISCHG .25 .25 .25 22.00 DISCHG .25 .25 .25 23.00 DISCHG .25 .25 .25 24.00 DISCHG .24 .23 .22 25.00 DISCHG .03 .02 .02 RUNOFF VOLUMEABOVE BASEFLOW= 1.08 WATERSHED INCHES, TIME INC~= .10 HCURS DRAINAGE AREA= .00 .00 .00 .00 .01 .01 .10 .14 .18 .26 .41 .71 6.01 6.30 6.08 5.49 4.73 4.01 2.01 1.79 1.62 1.47 1.35 1.24 .89 .84 .79 .75 .72 .69 .58 .57 .56 .54 .53 .52 .48 .48 .48 .48 .47 .47 .42 .42 .41 .41 .41 .41 .37 .36 .35 .34 .34 .34 .33 .33 .33 .33 .33 .33 .29 .28 .27 .27 .26 .26 · 25 °25 .25 .25 °25 .25 · 25 .25 .25 .25 .25 .25 · 25 .25 .25 .25 .25 .25 · 19 .16 .13 .10 .07 .05 · 01 .01 .01 .00 --- HYDROGRAPH FOR XSFETION EXeCUtIVE CONTROL OPERATION CCMPUT + + STARTING TIME = ALTERNATE NO.= 2 .00 11.05 CFS-HRS, . 91 ACRE-FEET; .02 SQ.MI. .02 1.30 3.42 1.15 .66 .51 .46 .40 .33 .33 .26 .25 .25 .25 .04 BASEFI/~ = .00 CFS 1, AL~TE 2, STORM 24, ADDED TO OUTPUT HYDRCGRAPH FILE --- RAIN DEPTH = 4.15 STORM NO.=24 MAIN TIME IN~ = 2 TO XSfL-TION 3 RAIN DUP~TION= 1.00 RAIN TABLE NO.= 2 .10 HOURS RECORD ID IOYEAR ANT. MOIST. COND=2 OPERATION RUNOFF CROSS SECTION 2 TIME (HRS) PEAK TIME (HRS) PFAK DISCHARGE (CFS) 12.51 9.49 FIRST HYDRO~RAPH POINT = . 00 HOURS PEAK ELEVATION (FEET) (RUNOFF) TIME INC~= .10 HOURS DRAINAGE AREA = .01 SQ.MI. TR20 XEQ 10-15-03 13: 05 REV PC 09/83 (.2) WESTC~ POINTE WEST PREDEVELOPED SITE - CRITICAL DURATICN ANALYSIS JOB 1 9.00 DISCHG .00 .00 .01 .01 .02 .02 10.00 DISCHG .07 .08 .09 .11 .12 .14 11.00 DISCHG .27 .31 .36 .41 .48 .55 12.00 DISCHG 3.17 4.72 6.49 8.10 9.15 9.49 13.00 DISCHG 5.68 4.94 4.34 3.83 3.40 3.03 14.00 DISCHG 1.88 1.74 1.61 1.50 1.41 1.33 15.00 DISCHG 1.01 .96 .92 .89 .87 .85 16.00 DISCHG .75 .74 .73 .72 .71 .71 17.00 DISCHG .67 .65 .64 .63 .62 .61 18.00 DISCHG .58 .57 .56 .55 .53 .52 19.00 DISCHG .48 .48 .48 .48 .47 °47 20.00 DISCHG .47 .46 .45 .43 .42 .41 21.00 DISCHG .37 .37 .36 .36 .36 .36 22.00 DISCHG .36 .36 .36 .36 .36 .36 23.00 DISCHG .36 .36 .36 .36 .36 .36 24.00 DISCHG .35 .34 .32 .30 .27 .23 25.00 DISCHG .07 .06 .04 .03 .03 02 26.00 DISCHG .01 .00 ' RUNOFF VOLUME ABOVE BASEFLCW = 2.01 WATERSHED INCHES, .03 .04 .05 .06 .16 .18 .20 .23 .68 .88 1.28 2.01 9.21 8.54 7.60 6.59 2.72 2.46 2.23 2.04 1.25 1.18 1.12 1.06 .83 .81 .79 .77 .70 .70 .69 .68 .60 .60 .59 .59 .51 .50 .49 .49 .47 .47 .47 .47 .40 .39 .38 .37 .36 .36 .36 .36 .36 .36 .36 .36 .36 .36 .36 .36 .19 .15 .12 .09 .02 .01 .01 .01 18.03 CFS-HRS, 1.49 ACRE-FEET; BASEFILW = .00 CFS --- HYDROGRAPH FOR XSECTION 2, ALTERNATE 2, STOIT4 24, ADDED TO OUTPUT HYDROSRAPH FILE --- OPERATION ADDHYD CROSS SFLTION 3 --- HYDROGRAPH FOR XSECTION 3, ALI]ERNATE 2, STORM 24, ADDED TO OUTPUT HYDROSRAPH FILE -__ EXELJ3rIVECONTROL OPERATION ENECMp + CGMPUTATIONS CGv~PLETED FOR PASS 1 RDSORDID PASS PAGE 5DfSLTYEIVE CONTROL OPERATION CC~PUT + + FRCM XSECTION 1 STARTING TIME = . 00 RAIN DEPTH = 4.15 RAIN DURATI~ 1.00 RAIN TABLE NO.= 2 ALTERNATE NO.=10 STORM NO.=24 MAIN TIME I~ = . 10 HOURS RDCORD ID 10~ ANT. MOIST. OPERATION RUNOFF CROSS SFETION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PFAK ELEVATION(FEET) 12.39 12.19 (RUNOFF) TIME(HRS) FIRST HYDRCGRAPH POINT = .00 HOURS TIME I~ = . 10 HOURS 9.00 DISCHG . 00 . 01 . 01 . 02 . 02 . 03 . 04 10.00 DISCHG . 09 . 11 . 12 . 14 . 16 . 18 .20 11.00 DISCHG . 36 . 42 . 48 . 55 . 63 . 74 . 92 12.00 DISCHG 5.12 7.68 10.26 11.84 12.18 11.58 10.33 DRAINAGE AREA= .02 SQ.MI. .05 .07 .08 .23 .27 o31 1.27 1.94 3.16 8.81 7.38 6.24 TR20 XEQ 10-15-03 13-05 REV PC 09/83 (.2) WESTON POINTE WEST PREDEVKIOpED SITE - CRITICAL DURATION ANALYSIS 13.00 DISCHG 5.35 4.63 4.03 3.55 3.15 2.82 14.00 DISCHG 1.83 1.70 1.60 1.50 1.41 1.34 15.00 DISCHG 1.06 1.02 .99 .97 .95 .93 16.00 DISCHG .83 .82 .81 .80 .80 .80 17.00 DISCHG .74 .72 .71 .70 .69 .68 18.00 DISCHG .65 .64 .62 .61 .59 .57 19.00 DISCHG .54 .54 .54 .54 .54 .54 20.00 DISCHG .53 .51 .49 .48 .46 .45 JOB 1 2.55 2.33 2.14 1.97 1.27 1.21 1.15 1.10 · 91 · 89 · 86 · 84 · 79 · 79 . 77 · 76 . 68 · 67 · 67 · 66 · 56 .56 .55 .55 .54 .54 ° 54 .53 · 43 . 43 o 42 . 42 PASS PAGE 21.00 DISCHG .41 .41 .41 41 .41 .41 .41 .41 .41 22.00 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 23.00 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 24.00 DISCHG .40 .38 .35 .31 .26 .21 .16 .12 .09 25.00 DISCHG .05 .04 .03 .02 .01 .01 o01 .01 .00 RUNOFF VOLUME~~~E~= 2.01 WATERSHED INCHES, 20.56 CFS-HRS, 1.70 ACRE-FEET; BASF2I/~= .00 CFS 1, ALTERNATE 10, STORM24, ADDED TOOUTPLrfHYDROGRAPHFiLE -__ HYDRCIiRAPH FOR XS~ION CONTROL OPEP~TION CClvlPUT STARTING TIME= .00 ALTERblATENO.=10 OPERATION RUNOFF CROSS SECTION PEAK TIME (HRS) 12.49 2 TO XSECTION 3 PAIN DEPTH = 5.75 RAIN DURATI(lg= 1.00 RAIN TABLE NO.= 2 STORM NO.=24 MAIN TIME INCREF/51~ = .10 HOURS .41 .41 .41 .07 PEAK DISCHARGE (CFS) 16.08 RDCORD ID 00YEAR ANT. MOIST. CX3ND= 2 PEAK ELEVATION (FEET) (RUNOFF) TIME(~) FIRST HYDROGRAPH POINT = .00 HOURS TIME INC~ = .10 HOURS 7~00 DISCHG .00 .00 .00 .00 .00 .01 .01 8.00 DISCHG .03 .04 .05 .05 .06 .07 .09 9.00 DISCHG .14 .16 .17 .19 .20 .22 .24 10.00 DISCHG .33 .35 .37 .40 .43 .46 .50 11.00 DISCHG .74 .82 .91 1.02 1.14 1.29 1.52 12.00 DISCHG 5.92 8.53 11.45 14.04 15.65 16.08 15.48 13.00 DISCHG 9.32 8.06 7.04 6.18 5.46 4.85 4.34 14.00 DISCHG 2.95 2.72 2.52 2.35 2.20 2.06 1.94 15.00 DISCHG 1.55 1.48 1.42 1.37 1.34 1.30 1.27 16.00 DISCHG 1.15 i.13 1.11 1.10 1.09 1.08 1.07 17.00 DISCHG 1.02 .99 .97 .96 .94 .93 .92 18.00 DISCHG .89 .87 .85 .83 .81 .79 .78 19.00 DISCHG .73 .73 .73 .72 .72 .72 .72 20.00 DISCHG .70 .69 .68 .66 .64 .62 .60 21.00 DISCHG .56 .56 .55 .55 .55 .54 .54 22.00 DISCHG .54 .54 .54 .54 .54 .54 .54 23.00 DISCHG .54 .54 .54 .54 .54 .54 .54 24.00 DISCHG .53 .51 .49 .45 .40 .35 .29 25.00 DISCHG .11 .08 .07 .05 .04 .03 .02 .01 .02 .10 .11 .26 .28 .55 .60 1.90 2.62 14.25 12.60 3.90 3.53 1.83 1.73 1.24 1.21 1.06 1.05 .91 .90 .76 .75 .72 .72 .59 .57 .54 .54 .54 .54 .54 .54 .23 .18 .02 .01 .01 SQ.MI. .03 .13 .30 .66 3.92 10.86 3.22 1.64 1.18 1.04 .90 .74 .71 .57 .54 .54 .54 .14 .01 TR20XF~ 10-15-03 13'05 REV PC 09/83(.2) WESTONPOINTEWEST PREDEVEIjOPEDSiTE _ CRITICAL DURATIONAblALYSiS 26.00 DISCHG .01 .01 o00 RUNOFF VOLUMEABOVEBASEFLOW= 3.36WASHED iNCHES' 30.18 CFS-HRS, 2.49 ACRE-FEET; OPERATION ADDHYD JOB 1 --- HYDR~H FOR XSEg~TiON CROSS SELTION 3 BASEFIf~ = .00 CFS 2, ALTERNATE 10, STORM 24, ADDED TO OUTPUT HYDRDSRAPH FILE --- PASS PAGE --- HYDROGRAPH FOR XSECTION 3, ALTERNATE 10, STORM 24, ADDED TO (~'I'~ HYDRO~H FILE --- CONTROL OPERATION ~ CCMPUTATIONS CGvlPLETED ~OR PASS 2 ~ ID EXECLrfIVE CONTROL OPERATION ENDJOB 1 TR20 XEQ 10-15-03 13: 05 REV PC 09/83 (.2) WESTON POINTE WEST PREDEVELOPED SITE - CRITICAL DURATION ANALYSIS RDCORD ID JOB 1 SLay PAGE 4 S~Y TABLE 1 - SELECT~ RESULTS OF STANDARD AND EXECUTIVE CCNTROL INSTRUCTIONS IN 1NqE ORDER PERFORMSD (A STAR(*) APTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALgES INDICATES A FLAT TOP HYDROGRAPH A Q3ESTION MARK(?) INDICATES A HYDROGRAPH WITH PFAK AS LAST POINT. ) SKLTION/ STANDARD RAIN ANTFE MAIN PRECIPITATION STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCRS1M BEGIN AMOUSrf DURATION AMOUNT (SQ MI) (HR) (HR) (IN) (HR) (IN) PEAK DISCHARGE ELEVATION TIME (FT) (HR) (CFS) (CSM) ALTERNATE 2 STORM 24 + XS~CTION 1 RUNOFF .02 2 2 .10 .0 2.93 24.00 1.08 XSECTION 2 RUNOFF .01 2 2 .10 .0 4.15 24.00 2.01 XS~CTION 3 ADDHYD .03 2 2 .10 .0 4.15 24.00 1.51 ALTERNATE 10 STORM 24 + XSKLTION 1 RUNOFF .02 2 2 .10 .0 4.15 24.00 2.01 XSKLTION 2 RUNOFF .01 2 2 .10 .0 5.75 24.00 3.36 XSSETION 3 ADDHYD [03 2 2 .10 .0 5.75 24.00 2.64 1 12.41 6.31 397.0 12.51 9.49 681.7 12.46 15.64 524.8 12.39 12.19 767.6 12.49 16.08 1155.3 12.44 28.02 940.2 TR20 XEQ 10-15-03 13: 05 REV PC 09/83(.2) WESTON POINTE WEST PREDEVSIOPED SITE - CRITICAL DURATION ANALYSIS JOB 1 SUMMARY PAGE 5 SUNAVlARY TABLE 3 - DISCHARGE (CFS) AT XSF3LTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS .......... ID (SQ MI) 24 0 XS~CTION 1 .02 + ALTERNATE 2 ALTERNATE 10 0 XSECTION 2 + .01 ALTERNATE 2 ALTERNATE 10 0 XS~,]CTION 3 + .O3 ALTERNATE 2 ALTERNATE 10 1END OF 1 JOBS IN THIS RUN 6.31 12.19 9.49 16.08 15.64 28.02 POST-DEVELOPED CONDITIONS Weston Pointe Job# 37963 Post-Developed Site Basin 603 to Str, 603 Subbasin Comercial Area CN 2.04 ac 92 Tc: 9.1 min. Total 2.04 ac 92 Date: 11/21/03 Basin 621 to Str. 621 Subbasin Area CN Apartments 0.72 ac 92 Tc: 6.7 min. Total 0.72 ac 92 Basin 608 to Pond 1 !Subbasin . Commercial Area CN 10.67 ac 92 Tc: 5.0 min. Total 10.67 ac 92 Basin 612 to Pond Subbasin Grass Area CN 0.40 ac 78 Tc: 11.3 min. Total 0.40 ac 78 Basin 622 to Str. 622 !Subbasin Apartments Area CN 0.48 ac 92 Tc: 5.8 min. Total 0.48 ac 92 Basin 623 to Str. 623 Subbasin Apartments Area CN 1.19 ac 92 Tc: 13.2 min. Total 1.19 ac 92 Basin 614 to Pond 1 Subbasin Apartments Area CN 1.98 ac 92 Tc: 9.6 min. Total 1.98 ac 92 Basin 630 to Pond 2 Subbasin Apartments Tc: 13.5 min. Total Area CN 3.23 ac 92 3.23 ac 92 Weston Pointe Job# 37963 Post-Developed Site Basin 638 to Pond 3 Subbasin Apartmants Tc: 8.1 min. Total Area CN 1.13 ac 92 1.13 ac 92 Pond 2 to Pond 2 Subbasin Residential Impervious Tc: 10.7 min. Total Area CN 1.62 ac 79 0.64 ac 98 2.26 ac 84 Basin 642 to Pond 3 Subbasin Apartments Tc: 9.0 min. Total Basin 648 to Pond 2 Subbasin Apartments Tc: 13,1 min. Total Area CN 1.68 ac 92 1.68 ac 92 Area CN 2.85 ac 92 2.85 ac 92 Pond 3 to Pond 3 Subbasin Residential Impervious Tc: 5.2 min. Total Off 648 to Pond 2 Subbasin Agricultural Tc: 56.1 min. Total Area CN 0.45 ac 79 0.62 ac 98 1.07 ac 90 Area CN 5.68 ac 78 5.68 ac 78 Pond 1 to Pond 1' Subbasin Residential Impervious Tc: 5.7 min. Total Area CN 0.74 ac 79 0.83 ac 98 1.57 ac 89 Name: BAS603 Node: STR603 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0. 000 Area (ac) : 2. 040 Curve Number: 92.00 DCIA(%) : 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc (min): 9.10 Time Shift (hrs): 0.00 Max Allowable Q (cfs): 999999. 000 Name: BAS608 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area {ac) : 10. 670 Curve Number: 92.00 DCIA(%) : 0.00 Node: POND1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc (min): 5.00 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS612 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area (ac) : 0o 400 Curve Number: 78.00 DCIA(%) : 0.00 Node: POND1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (rain) : 11.30 Time Shift (hrs): 0.00 Max Allowable Q (cfs): 999999. 000 Name: BAS 614 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : i. 980 Curve Number: 92.00 DCIA(%) : 0.00 Node: ?OND1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc (min): 9.60 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS 621 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0. 720 Curve Number: 92.00 DCIA(%) : 0.00 Node: STR621 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (min): 6.70 Time Shift(hfs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS 622 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0 ~ 000 Area (ac) : 0. 480 Curve Number: 92.00 DCIA(%) : 0.00 Node: STR622 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0o00 Time of Conc (min): 5.80 Time Shift {hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS630 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.230 Curve Number: 92.00 Node: POND2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc (min): 13.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 DCI~(%) · 0.00 Name: BAS 638 Group- BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0. 000 Area (ac) : 1. 130 Curve Number': 92.00 DCIA(%) : 0.00 Name: BAS642 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0. 000 Area (ac) : 1. 680 Curve Number: 92.00 DCIA(%): 0.00 Node: POND3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc (min): 8.10 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: POND3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hfs): 0.00 Time of Conc (min): 9.00 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: BAS648 Group: BASE Unit Hydrogr'aph: UH484 Rainfall File: Rainfall Amount (in) : 0. 000 Area (ac) : 2. 850 Curve Number: 92.00 DCIA(%) : 0.00 Node: POND2 Type. SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (min): 13.10 Time Shift (hrs): 0.00 Max Allowable Q (cfs): 999999. 000 Name: OFF648 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0. 000 Area (ac) : 5. 680 Curve Number': 78.00 DCIA(%) : 0.00 Node- POND2 Type- SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hfs): 0.00 Time of Conc (min): 56.10 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: POND1 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0. 000 Area (ac) : 1. 570 Curve Number: 89.00 DCIA(%) : 0.00 Node: POND1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hfs): 0.00 Time of Conc (rain): 5.70 Time Shift (hfs): 0.00 Max Allowable Q(cfs): 999999'.000 Name: POND2 Node: POND2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: UH484 Peaking Factor: 484.0 Rainfall File- Storm Duration(hrs): 0o00 Rainfall Amount (in) - 0. 000 Time of Conc {min): 10.70 Area(ac) : 2.260 Time Shift(hrs): 0.00 Curve Number': 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%) : 0.00 Name: POND3 Node: POND3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 1. 070 Curve Number: 90.00 DCIA(%) : 0.00 Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (min): 5.20 Time Shift (hfs): 0.00 Max Allowable Q(cfs): 999999.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 Name: OUTLET1 Group: BASE Type: Time/Stage Time (hfs) ............... 0.00 12.50 30.00 Name: OUTLET2 Group: BASE Type: Time/Stage Stage ( ft ) 896.490 898.740 896.490 Base Flow (cfs): 0. 000 Init Stage(ft): 896.490 Warn Stage (ft) : 898. 740 Base Flow{cfs): 0.000 Init Stage (ft): 896.880 Warn Stage(ft): 898.880 Time ( hfs ) 0.00 12.50 30.00 Stage{ft) 896.880 898.880 896.880 Name: POND1 Group: BASE Type: Stage/Area Base Flow (cfs): 0. 000 Init Stage(ft): 898.300 Warn Stage (ft): 904. 000 Stage(ft) Area (ac) 898.300 899.000 900.000 901.000 902.000 903.000 904.000 0.8300 0.9000 1.0000 1.1000 1.2100 1.3200 1.4300 Name: POND2 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage (ft): 898.570 Warn Stage (ft): 903. 000 Stage(ft) Area /ac) 898.570 899.000 900.000 901.000 902.000 903°000 904.000 Name: POND3 Group: BASE Type: Stage/Area 0.6400 0.6700 0.7400 0.8100 0.8800 0.9500 1.0300 Stage ( ft ) Area ( ac ) 896.700 897.000 898.000 899.000 900.000 901.000 902.000 903.000 Name: STR600 Group: BASE Type: Stage/Area 0.6200 0.6400 O.7OOO O.78O0 0.8500 0.9300 1.0000 1.0900 Base Flow(cfs) : 0.000 Base Flow (cfs): 0. 000 Init Stage(ft): 896.700 Warn Stage (ft): 902. 000 Init Stage(ft): 897.110 Warn Stage (ft) : 898.360 Stage ( ft ) Area ( ac ) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 897.110 0.0006 898.360 0.0006 Name: STR601 Group: BASE Type: Stage/Area Base Flow (cf s): 0. 000 Init Stage (ft): 897. 130 Warn Stage (ft): 900. 100 Stage(ft) Area{ac) 897.130 0.0006 900o100 0.0006 S Name: STR602 Greup: BASE Type: Stage/Area Base Flow (cfs): 0. 000 Init Stage(ft): 897.310 Warn Stage ( ft ): 900. 500 Stage(ft) Area(ac) 897.310 0.0006 900.500 0.0006 Name: STR603 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 897.380 Warn Stage (ft): 900. 250 Stage(ft) 897.380 900.250 Name: STR619 Group: BASE Type: Stage/Area Area(ac} 0.0006 0.0006 Base Flow(cfs): 0.000 Init Stage (ft): 898. 420 Warn Stage (ft): 904. 600 Stage (ft) Area {ac) 898.420 0.0006 904 . 600 0. 0006 Name: STR620 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage (ft): 898. 180 Warn Stage (ft): 903. 700 Stage (ft) Area (ac) 898.180 0.0006 903.700 0.0006 Name: STR62! Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 897.870 Warn Stage (ft): 901. 650 Stage (ft) Area (ac) 897.870 0.0006 901.650 0.0006 Name: STR622 Group: BASE Type: Stage/Area Base Flow (cfs): 0. 000 Init Stage (ft): 897. 700 Warn Stage (ft): 902. 680 Stage (ft) Area (ac) 897.700 0.00O6 902. 680 0. 0006 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Name: STR623 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 897.560 Warn Stage (ft }: 904. 500 Stage ( ft } Area (ac} 897.560 0.0006 904.500 0.0006 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 Name: 601-600 From Node: STR601 Group: BASE To Node: STR600 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 24.00 24.00 Rise (in) : 24.00 24.00 Invert (ft) : 897.130 897.110 Manning's N: 0.013000 0.013000 Top Clip (in) : 0. 000 0. 000 Bot Clip (in) : 0. 000 0. 000 Length(ft): 8.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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 Name: 602-601 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 21.00 21.00 Rise(in): 21.00 21.00 Invert(ft): 897.310 897.130 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 From Node: STR602 To Node: STR601 Length(ft): 88.00 Count: Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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/ headwalt Name: 603-602 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 21.00 21,00 Rise (in) : 21.00 21.00 Invert (ft) : 897.380 897.310 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 From Node: STR603 To Node: STR602 Length(ft): 35.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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 Name: 619-620 From Node: STR619 Length(ft): 80.00 Group: BASE To Node: STR620 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15,00 15.00 Exit Loss Coef: 0.00 Invert(ft): 898.420 898.180 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 620-621 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 15.00 15.00 Rise (in) : 15.00 15.00 Invert (ft) : 898.180 897.870 Manning's N: 0.013000 0.013000 Top Clip (in) : 0. 000 0. 000 Bot Clip (in) : 0. 000 0. 000 From Node: STR620 To Node: STR621 Length(ft): 102.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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 Name: 621-622 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 18.00 18.00 Rise(in): 18.00 18.00 Invert (ft) : 898.870 897.700 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 From Node: STR621 To Node: STR622 Length(ft): 55.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Cool: 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 Name: 622-623 Group: BASE UPSTREAM Geometry: Circular Span (in) : 18.00 Rise (in) : 18.00 Invert (ft) : 897°700 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 Frpm Node: STR622 To Node: STR623 DOWNSTREAM Circular 18.00 18.00 897.560 0°013000 0.000 0.000 Length(ft): 48.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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 Name: 623-P3 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 18.00 18.00 Rise (in) : 18.00 18.00 Invert (ft) : 897°560 896.700 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 From Node: STR623 To Node: POND3 Length(ft): 286.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: P2-619 From Node: POND2 Length(ft): 51.00 Group: BASE To Node' STR619 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in)' 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 0.00 Invert(ft)' 898.570 898.420 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge DescripEion' Circular Concrete: Square edge w/ headwall Name: P3-OUT1 Group: BASE UPSTREAM Geometry: Circular Span (in) : 24.00 Rise (in) : 24.00 Invert (ft) : 896.700 Manning's N- 0.013000 Top Clip(in): 0.000 Bot Clip(in)' 0.000 From Node: POND3 To Node: OUTLET1 DOWNSTREAM Circular 24.00 24.00 896.490 0.013000 0.000 0.000 Length(ft): 70°00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 Name: 600-OUT2 From Node: STR600 Group: BASE To Node: OUTLET2 UPSTREAM DOWNSTREAM Geometry: Trapezoidal Trapezoidal Invert (ft): 897.110 896.880 TClpInitZ (ft) : 9999.000 9999.000 Manning's N: 0.013000 0.013000 Top Clip ( ft ) : 0. 000 0. 000 Bot Clip ( ft ) : 0. 000 0. 000 Main XSec: AuxEievl ( ft ) : Aux XSecl: AuxElev2 ( ft ) : Aux XSec2: Top Width ( ft ) : Depth ( ft ) : Bot Width ( ft ) : 1. 000 1. 000 LtSdSlp (h/v) : 3.00 3.00 RtSdSlp (h/v) : 3.00 3.00 Length (ft) : 145.00 Count: t Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Contraction Coef: 0.000 Expansion Coef: 0.000 Entrance Loss Coef: 0.000 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 Name: P1-603 From Node: POND1 Group: BASE To Node: STR603 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 12.00 12.00 Rise(in): 12.00 12.00 Invert (ft) : 898°300 897.380 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): 264.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn *** Weir 1 of 1 for Drop Structure P1-603 Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in): 6.00 Rise(in): 6.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft): 898.300 Control Elev(ft): 898.300 TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 Name: BAS603 BAS608 BAS612 BAS614 BAS621 Group · BASE BASE BASE BASE BASE Simulation: 002year 002year 002year 002year 002year Node: STR603 POND1 POND1 POND1 STR621 Type · SCS SCS SCS SCS SCS '' Unit Hydrograph' UH484 UH484 UH484 UH484 UH484 Peaking Factor" 484.0 484.0 484.0 484.0 484.0 Spec Time Inc (rain) : 1.21 0.67 1.51 1.28 0.89 Comp Time Inc (rain) · 1.21 0.67 1.51 1.28 0.89 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 --- Rain Amount (in) · 2. 930 2. 930 2. 930 2. 930 2. 930 Duration (hfs) · 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC (min) : 9.10 5.00 11.30 9.60 6.70 Time Shift(hrs)' 0.00 0.00 0.00 0.00 0.00 Area (ac) · 2. 040 10. 670 0. 400 1. 980 0. 720 --- Vol of Unit Hyd(in)' 1.001 1.000 1.000 1.000 1.000 Curve Num: 92.000 92.000 78.000 92.000 92.000 DCIA ( % ) · 0. 000 0. 000 0. 000 0. 000 0. 000 Time Max (hfs) · 12.01 12.00 12.05 12.01 12.00 Flow Max(cfs)' 5.677 31.469 0.570 5.449 2.086 --- Runoff Volume(in)' 2.092 2.092 1.077 2.092 2.092 Runoff Volume(ft3)' 15490.940 81038.330 1564.514 15038.041 5467.538 Name: BAS622 Group: BASE Simulation: 002year Node: STR622 Type: SCS Unit Hydrograph: UH484 Peaking Factor: 484.0 Spec Time Inc (min) : 0.77 Comp Time Inc (min) : 0.77 Rain File: Scsii-24 Rain Amount (in) : 2. 930 Duration (hfs) : 24.00 Status: Onsite TC (min) : 5.80 Time Shift (hfs) : 0.00 Area (ac) : 0. 480 Vol ef Unit Hyd(in): 1.000 Curve Num: 92. 000 DCIA { % : 0. 000 Time Max {hfs : 12.00 Flew Max {cfs : i. 405 Runoff Velume(in : 2.092 Runoff Velume(ft3 : 3645.550 BAS 630 BAS 638 BAS 642 BAS 648 BAS E BAS E BAS E BAS E 002year 002year 002year 002year POND2 POND3 POND3 POND2 SCS SCS SCS SCS UH484 UH484 UH484 UH484 484.0 484.0 484.0 484.0 1.80 1.08 1.20 1.75 1.80 1.08 1.20 1.75 Scsii-24 Scsii-24 Scsii-24 Scsii-24 2. 930 2. 930 2. 930 2. 930 24.00 24.00 24.00 24.00 Onsite Onsite Onsite Onsite 13.50 8.10 9.00 13.10 0.00 0.00 0.00 0.00 3.230 1.130 1.680 2.850 1.000 1.000 1.000 1.000 92. 000 92. 000 92. 000 92. 000 0.000 0.000 0.000 0.000 12.03 12.01 12.02 12.05 8.167 3.201 4.696 7.267 2.092 2.092 2.092 2.092 24531. 753 8581. 751 12759. 550 21642. 706 Name: OFF648 POND1 POND2 POND3 BAS603 Group: BASE BASE BASE BASE BASE Simulation: 002year 002year 002year 002year 010year Node: POND2 POND1 POND2 POND3 STR603 Type: SCS SCS SCS SCS SCS Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.48 0.76 1.43 0.69 1.21 Comp Time Inc(min): 7.48 0.76 1.43 0.69 1.21 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 Rain Amount (in) : 2. 930 2. 930 2. 930 2. 930 4. 150 Duration (hfs) : 24.00 24.00 24.00 24.00 24.00 Status: ©nsite Onsite Onsite Onsite Onsite TC(min) : 56.10 5.70 10.70 5.20 9.10 Time Shift(hfs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 5.680 1.570 2.260 1.070 2.040 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.000 1.001 Curve Num: 78.000 89.000 84.000 90.000 92.000 DCIA ( % ) : 0. 000 0. 000 0. 000 0. 000 0. 000 Time Max(hfs): 12.47 12.01 12.03 12.01 12.01 Flow Max(cfs): 3.214 4.166 4.440 2.953 8.590 Runoff Volume(in): 1.077 1.834 1.457 1.917 3.258 Runoff Volume (ft3) : 22200. 122 10452.198 11951.145 7446. 378 24123. 647 Name: BAS608 BAS612 BAS614 BAS621 BAS622 Group: BASE BASE BASE BASE BASE Simulation: 010year 010year 010year 010year 010year Node: POND1 POND1 POND1 STR621 STR622 Type: SCS SCS SCS SCS SCS Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 0.67 1.51 1.28 0.89 0.77 Comp Time Inc(min): 0.67 1.51 1.28 0.89 0.77 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 Rain Amount(in): 4.150 4.150 4.150 4.150 4.150 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 Duration (hrs) : 24.00 Status: Onsite TC (min} : 5.00 Time Shift(hfs): 0.00 Area (ac) : 10. 670 Vol of Unit Hyd(in): t.000 Curve Num: 92. 000 DCIA(%) : 0.000 Time Max(hfs): 12.00 Flow Max(cfs): 47,280 Runoff Volume(in): 3,258 Runoff Volume(ft3): 126197.423 24.00 24.00 24.00 24.00 Onsite Onsite Onsite Onsite 11.30 9.60 6.70 5.80 0.00 0.00 0.00 0.00 0.400 1.980 0.720 0.480 1.000 1,000 1,000 1.000 78.000 92,000 92.000 92,000 0.000 0.000 0,000 0.000 12.03 12.01 12.00 12.00 1.065 8.256 3,145 2.115 2.004 3.258 3,258 3.258 2909.730 23418.079 8514.442 5677.058 Name: BAS630 BAS638 BAS642 BAS648 OFF648 Group: BASE BASE BASE BASE BASE Simulation: 010year 010year 010year 010year 010year Node: POND2 POND3 POND3 POND2 POND2 Type: SCS SCS SCS SCS SCS Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484,0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.80 1.08 1.20 1,75 7.48 Comp Time Inc (min) : 1.80 1.08 1.20 1.75 7.48 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 Rain Amount(in): 4.150 4,150 4.150 4,150 4.150 Duration (hfs) : 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC (min) : 13.50 8.10 9.00 13.10 56.10 Time Shift(hfs): 0.00 0.00 0.00 0.00 0.00 Area (ac) : 3. 230 1. 130 1. 680 2. 850 5. 680 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.000 1.000 Curve Num: 92,000 92.000 92.000 92.000 78.000 DCIA ( % ) : 0. 000 0. 000 0. 000 0. 000 0. 000 Time Max (hfs) : 12.03 12.01 12.02 12.05 12.47 Flow Max(cfs): 12.427 4.837 7.095 11.017 6.235 Runoff Volume(in): 3.258 3.258 3.258 3.258 2.003 Runoff Volume(ft3): 38202.219 13364.040 19869.885 33703.537 41292.266 Name: ?OND1 POND2 POND3 BAS603 BAS608 Group: BASE BASE BASE BASE BASE Simulation: 010year 010year 010year 100year 100year Node: POND1 POND2 POND3 STR603 POND1 Type: SCS SCS SCS SCS SCS Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 0.76 1.43 0.69 1.21 0.67 Comp Time Inc(min): 0.76 1.43 0.69 1.21 0.67 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 Rain Amount(in): 4.150 4,150 4.150 5,750 5.750 Duration(hfs) : 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min) : 5.70 10.70 5.20 9.10 5.00 Time Shift (hfs) : 0.00 0.00 0 o 00 0.00 0.00 Area(ac): 1.570 2.260 1,070 2°040 10,670 Vol of Unit Hyd(in): 1.000 1.000 1.000 1,001 1.000 Curve Num: 89,000 84,000 90.000 92.000 92,000 DCIA ( % ) : 0 o 000 0 o 000 0. 000 0. 000 0. 000 Time Max (hfs) : 12.00 12.03 11.99 12.01 12.00 Flow Max(cfs): 6,496 7,498 4,546 12.367 67,762 Runoff Volume(in): 2.960 2,500 3.057 4,817 4,817 Runoff Volume(ft3): 16868.535 20510.640 11874.613 35668.054 186587.832 Name: BAS612 BAS614 BAS621 BAS622 BAS630 Group: BASE BASE BASE BASE BASE Simulation: 100year 100year 100year 100year 100year Node: POND1 POND1 STR621 STR622 POND2 Type: SCS SCS SCS SCS SCS Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484,0 484.0 484.0 484.0 484.0 Spec Time Inc (min) : 1.51 1.28 0.89 0.77 1.80 Comp Time Inc (min) : 1.51 1.28 0.89 0.77 1.80 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 Rain Amount(in): 5.750 5.750 5,750 5.750 5.750 Duration (hrs) : 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC (rain) : 11.30 9.60 6.70 5.80 13,50 Time Shift(hfs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 0.400 1.980 0,720 0,480 3,230 Vol of Unit Hyd(in): 1.000 1.000 1,000 1,000 1.000 Curve Num: 78.000 92.000 92.000 92,000 92.000 DCIA ( % ) : 0. 000 0. 000 0. 000 0. 000 0. 000 Time Max(hfs): 12.03 12.01 12.00 12.00 12.03 Flow Max(cfs): 1.764 11.895 4.518 3~035 17.955 Runoff Volume(in): 3,354 4,817 4.817 4,817 4,817 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Runoff Volume(ft3): 4869.602 34624.546 12589.025 8393.757 56483.477 Name: BAS 638 BAS642 BAS648 OFF648 POND1 Group: BASE BASE BASE BASE BASE '-- Simulation: 100year 100year i00year 100year 100year Node: POND3 POND3 POND2 POND2 POND1 Type: SCS SCS SCS SCS SCS Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor': 484.0 484.0 484.0 484.0 484.0 .-- Spec Time Inc(min): 1.08 1.20 1.75 7.48 0.76 Comp Time Inc(min): 1.08 1.20 1.75 7.48 0.76 Rain File: Scsii-24 Scsii-24 Scsii-24 Scsii-24 Scsii-24 Rain Amount(in): 5.750 5.750 5.750 5.750 5.750 Duration (hfs) : 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite --- TC (rain) : 8.10 9.00 13.10 56.10 5.70 Time Shift(hfs): 0.00 0.00 0.00 0.00 0.00 Area (ac) : i. 130 1. 680 2. 850 5. 680 1. 570 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.000 1.000 Curve Num: 92.000 92.000 92.000 78.000 89.000 __ DCIA ( % ) : 0. 000 0. 000 0. 000 0 o 000 0. 000 Time Max (hfs) : 12.01 12.02 12.02 12.47 12.00 Flow Max(cfs): 6.959 10.205 15.905 10.560 9.544 Runoff Volume(in): 4.817 4.817 4.817 3.352 4.487 Runoff Volume(ft3): 19759.317 29378.403 49832.313 69109.367 25572.492 Name: POND2 POND3 Group: BASE BASE Simulation: 100year 100year Node: POND2 POND3 Type: SCS SCS Unit Hydrograph: UH484 UH484 Peaking Factor: 484.0 484.0 Spec Time Inc (min) : 1.43 0.69 Comp Time Inc (min) : 1.43 0.69 Rain File: Scsii-24 Scsii-24 Rain Amount(in): 5.750 5.750 Duration (hfs) : 24 . 00 24.00 Status: Onsite Onsite TC (mir-l) : 10.70 5.20 Time Shift(hfs): 0.00 0.00 Area (ac) · 2. 260 1. 070 Vol of Unit Hyd(in): 1.000 1.000 Curve Num: 84.000 90.000 DCIA(%) : 0.000 0.000 Time Max(hfs): 12.03 11.99 Flow Max(cfs): 11.603 6.619 Runoff Volume(in): 3.957 4.596 Runoff Volume(ft3) : 32465.875 17851.275 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 ooo ooo ¢'r) --=~ c") p- c'q ~--I ,~ oo ,-4 oo LO "~ (]0 0'] CO 0 "~::~ 0'] 0'] P'- P'- P'- 04 0 P~ OqO ~--'t ~-0 0 OCqO ooo ooo =~ [-- ~-~ J) oh cq ~- o~o ~ [-- o~ ~ 00 ~-~ 00oc~ [-- o c4 u~ o~ o4 ~o o~ c~ ~-- o~ co u~ ~-~ ~ ~oo~ o ol co ko~-4 ul o~ c-,~ c~ ~ (,,1 03 (D O O~ 00 ~-~ ~ u~ ~- 00 u~~ C~ u~ P- O~ uD CO ~ C~ (-r) ,,~ o..1 c~ ur) (-.,1 ~ kc) oq ~ to ~-~ ~ ~-~ ~ c~ ~ c~] ~ cxl cq C~l ~-~ ~-~ ~~-~ ~-~ ~ (-.1 ko ~ oh ~ c) c) c)c~ o (iDo o o LO ('q ,--~ ~ ~-~ ,-~ ,--~ 0 ,--t 0 0 0 ~ 0 0,1 ~ eq ~ (Ih I-0 1.0 0 O0 0 '~ 0 ~O ~ ,--~ O~ 0 Oh ,-~C) C) C~C~ 0 C) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~q kO 0,1 ~0 ~;) '~ '~ Oq O40 O0 0 ~ 0 0,1 0,1 0,1 ~ Oq ~ ('xl (q (Xl (',1 ('q c-.] o,1 o~ (-~ o,,1 ('q cxl o.1 ('.1 ('~ o4 ('.1 c,l o,1 o,1 o.1 (',1 co 0q ko0q eq eDeq ~ m 04 ~-~ c,J co 04 eo ~ uo ~ c~) ¢~) 03 c~ 03 03  oo ~ (N u-) ~~m~ ~m ~ ~hO om~ ~ ~~ ~o~ ~~ ~m o~ 800 ooo ooo o .... o 080 ~ ooo ooo ooo o~o 800 ooo ooo O0 000 000 000 000 0 0 000 000 000 000 000 O0 000 000 ooo ooo ...... ooo ooo ??? o?? ??o ??? ??? ??? ?o? oo? ooo ~ ~-~ ~---t ('-.1 c,.l oq ~-~ ~-~ ,-~ (-xl (~ c'q 0q oq oq ooo r-t ,---~ ,--i c'q 0,,1 c,q o0 co co c~ o~ (I~ ooo ,r--I r-t r.-~ [-~ [-~ [~ [~ [-~ [-~ 06103 ~i~ 61 ~1 61~ 61 ~i~ 000 000 000 000 ,--t ,--I ,---I (N1 cq C'q o,10,,104 000 000 d o © PIPE SIZING CALCULATIONS c- o o Scenario: Design 11121/03 Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 603 605 0.34 0.65 5.00 1.45 6.50 606 0.39 0.39 6.20 0.94 6.14 607 0.95 0.39 6.10 2.30 6.17 608 609 0.31 0.85 5.00 1.73 6.50 610 0.30 0.85 5.00 1.67 6.50 611 10.06 0.85 5.00 56.03 6.50 612 613 0.40 0.30 11.20 0.59 4.86 614 615 0.49 0.70' 6.50 2.09 6.05 616 0.96 0.75 6.90 4.30 5.93 617 0.53 0.34 7.60 1.04 5.72 623 625 0.13 0.34 6.30 0.27 6.11 626 0.29 0.34 5.90 0.62 6.23 627 0.18 0.51 5.80 0.58 6.26 628 0.16 0.51 5.80 0.51 6.26 629 0.43 0.34 10.40 0.73 4.95 630 631 0.55 0.74 5.00 2.67 6.50 632 0.21 0.72 5.00 1.00 6.50 633 0.31 0.73 5.50 1.45 6.35 634 0.31 0.73 8.60 1.24 5.42 635 0.49 0.73 5.00 2.34 6.50 636 0.43 0.53 9.10 1.21 5.27 637 0.43 0.45 10.70 0.96 4.92 638 639 0.39 0.50 6.20 1.21 6.14 640 0.45 0.71 6.70 1.93 5.99 641 0.29 0.45 7.10 0.77 5.87 642 643 644 0.50 0.74 6.50 2.26 6.05 645 0.45 0.73 6.30 2.02 6.11 646 0.35 0.72 6.00 1.57 6.20 647 0.38 0.72 6.70 1.65 5.99 648 649 0.44 0.73 5.70 2.04 6.29 650 6.18 0.32 56.10 4.28 2.18 651 0.37 0.39 11.00 0.71 4.88 652 0.87 0.72 5.00 4.10 6.50 653 0.67 0.73 5.00 3.20 6.50 Title: 37963 Overall Project Engineer: Dave Stoeppelwerth s:\37963\drainage\storm cad\overall.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 12/16/03 08:39:36 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 1 Scenario' Design 11/21/03 Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (fi/fi) Elevation Elevation (~) (~) 605-603 18.0 x 11 Arch 0.006 70.00 605 897.78 603 897.38 606-605 18 inch Circular 0.002 105.00 606 897.99 605 897.78 607-606 15 inch Circular 0.002 231.00 607 898.45 606 897.99 609-608 33 inch Circular 0.003 54.00 609 898.47 608 898.30 610-609 33 inch Circular 0.003 47.00 610 898.61 609 898.47 611-610 33 inch Circular 0.003 30.00 611 898.70 610 898.61 613-612 12 inch Circular 0.003 33.00 613 898.40 612 898.30 615-614 21 inch Circular 0.008 71.00 615 898.89 614 898.30 616-615 18 inch Circular 0.003 124.00 616 899.26 615 898.89 617-616 12 inch Circular 0.011 99.00 617 900.30 616 899.26 625-623 15 inch Circular 0.003 69.00 625 897.77 623 897.56 626-625 15 inch Circular 0.003 105.00 626 898.08 625 897.77 627-626 12 inch Circular 0.003 126.00 627 898.46 626 898.08 628-627 12 inch Circular 0.003 30.00 628 898.55 627 898.46 629-628 12 inch Circular 0.003 103.00 629 898.86 628 898.55 631-630 21 inch Circular 0.003 132.00 631 898.97 630 898.57 632-631 21 inch Circular 0.003 140.00 632 899.39 631 898.97 633-632 18 inch Circular 0.003 78.00 633 899.62 632 899.39 634-633 18 inch Circular 0.003 104.00 634 899.93 633 899.62 635-634 15 inch Circular 0.003 104.00 635 900.24 634 899.93 636-635 12 inch Circular 0.003 107.00 636 900.57 635 900.24 637-632 12 inch Circular 0.007 86.00 637 900.00 632 899.39 639-638 15 inch Circular 0.019 55.00 639 897.74 638 896.70 640-639 15 inch Circular 0.003 30.00 640 897.83 639 897.74 641-640 12 inch Circular 0.037 55.00 641 899.87 640 897.83 643-642 21 inch Circular 0.021 104.00 643 898.88 642 896.70 644-643 21 inch Circular 0.003 83.00 644 899.13 643 898.88 645-644 18 inch Circular 0.003 208.00 645 899.75 644 899.13 646-645 12 inch Circular 0.018 50.00 646 900.67 645 899.75 647-644 12 inch Circular 0.025 48.00 647 900.32 644 899.13 649-648 21 inch Circular 0.003 64.00 649 898.76 648 898.57 650-649 18 inch Circular 0.003 107.00 650 899.08 649 898.76 651-650 12 inch Circular 0.022 150.00 651 902.40 650 899.08 652-649 18 inch Circular 0.005 226.00 652 899.96 649 898.76 653-649 15 inch Circular 0.007 166.00 653 899.94 649 898.76 Title: 37963 Overall Project Engineer: Dave Stoeppelwerth s:\37963\drainage\storm cad\overall.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 12/16/03 08:39:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 1 Scenario: Design 11/21/03 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 (fi/s) (cfs) (ft) (ft) 605-603 18.0x 11 70.00 0.013 0.006 605 897.78 603 897.38 4.70 4.16 606-605 18 inch 105.00 0.013 0.002 606 897.99 605 897.78 2.82 4.70 607-606 15 inch 231.00 0.013 0.002 607 898.45 606 897.99 2.61 2.88 609-608 33 inch 54.00 0.013 0.003 609 898.47 608 898.30 5.70 59.34 610-609 33 inch 47.00 0.013 0.003 610 898.61 609 898.47 5.54 57.73 611-610 33inch 30.00 0.013 0.003 611 898.70 610 898.61 5.56 57.93 613-612 12 inch 33.00 0.013 0.003 613 898.40 612 898.30 2.18 1.96 615-614 21 inch 71.00 0.013 0.008 615 898.89 614 898.30 5.91 14.44 616-615 18 inch 124.00 0.013 0.003 616 899.26 615 898.89 3.67 5.74 617-616 12 inch 99.00 0.013 0.011 617 900.30 616 899.26 4.01 3.65 625-623 15 inch 69.00 0.013 0.003 625 897.77 623 897.56 3.03 3.54 626-625 15 inch 105.00 0.013 0.003 626 898.08 625 897.77 2.97 3.54 627-626 12 inch 126.00 0.013 0.003 627 898.46 626 898.08 2.76 1.95 628-627 12 inch 30.00 0.013 0.003 628 898.55 627 898.46 2.57 1.95 629-628 12 inch 103.00 0.013 0.003 629 898.86 628 898.55 2.30 1.95 631-630 21 inch 132.00 0.013 0.003 631 898.97 630 898.57 4.11 8.68 632-631 21 inch 140.00 0.013 0.003 632 899.39 631 898.97 3.99 8.68 633-632 18 inch 78.00 0.013 0.003 633 899.62 632 899.39 3.68 5.75 634-633 18 inch 104.00 0.013 0.003 634 899.93 633 899.62 3.53 5.75 635-634 15 inch 104.00 0.013 0.003 635 900.24 634 899.93 3.23 3.54 636-635 12 inch 107.00 0.013 0.003 636 900.57 635 900.24 2.62 1.95 637-632 12 inch 86.00 0.013 0.007 637 900.00 632 899.39 3.41 3.01 639-638 15 inch 55.00 0.013 0.019 639 897.74 638 896.70 6.93 8.88 640-639 15 inch 30.00 0.013 0.003 640 897.83 639 897.74 3.16 3.54 641-640 12 inch 55.00 0.013 0.037 641 899.87 640 897.83 5.78 6.86 643-642 21 inch 104.00 0.013 0.021 643 898.88 642 896.70 8.39 22.94 644-643 21 inch 83.00 0.013 0.003 644 899.13 643 898.88 4.04 8.70 645-644 18 inch 208.00 0.013 0.003 645 899.75 644 899.13 3.42 5.73 646-645 12 inch 50.00 0.013 0.018 646 900.67 645 899.75 5.50 4.83 647-644 12 inch 48.00 0.013 0.025 647 900.32 644 899.13 6.21 5.61 649-648 21 inch 64.00 0.013 0.003 649 898.76 648 898.57 4.06 8.63 650-649 18 inch 107.00 0.013 0.003 650 899.08 649 898.76 3.63 5.77 651-650 12 inch 150.00 0.013 0.022 651 902.40 650 899.08 4.70 5.30 652-649 18 inch 226.00 0.013 0.005 652 899.96 649 898.76 4.41 7.65 653-649 15 inch 166.00 0.013 0.007 653 899.94 649 898.76 4.62 5.45 Title: 37963 Overall s:\37963\drainage\storm cad\overall.stm 12/16/03 08:39:53 AM © Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario' Design 11/21/03 Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ft/ft) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 605-603 18.0 x 11 .: 70.00 0.006 605 898.40 603 897.99 4.15 5.54 606-605 18 inch 105.00 0.002 606 898.84 605 898.44 3.02 5.73 607-606 15 inch 231.00 0.002 607 899.30 606 898.84 2.30 6.17 609-608 33 inch 54.00 0.003 609 900.52 608 900.10 58.79 6.43 610-609 33 inch 47.00 0.003 610 900.71 609 900.52 57.46 6.47 611-610 33 inch 30.00 0.003 611 900.82 610 900.71 56.03 6.50 613-612 12 inch 33.00 0.003 613 898.77 612 898.62 0.59 4.86 615-614 21 inch 71.00 0.008 615 899.85 614 899.14 6.80 5.43 616-615 18 inch 124.00 0.003 616 900.34 615 899.85 5.08 5.60 617-616 12 inch 99.00 0.011 617 900.73 616 900.34 1.04 5.72 625-623 15 inch 69.00 0.003 625 898.47 623 898.15 2.18 4.68 626-625 15 inch 105.00 0.003 626 898.76 625 898.47 2.00 4.75 627-626 12 inch 126.00 0.003 627 899.14 626 898.76 1.56 4.84 628-627 12 inch 30.00 0.003 628 899.18 627 899.14 1.12 4.86 629-628 12 inch 103.00 0.003 629 899.30 628 899.18 0.73 4.95 631-630 21 inch 132.00 0.003 631 900.34 630 899.66 8.65 4.79 632-631 21 inch 140.00 0.003 632 900.61 631 900.34 6.78 4.86 633-632 18 inch 78.00 0.003 633 900.79 632 900.61 5.13 4.90 634-633 18 inch 104.00 0.003 634 900.96 633 900.79 4.06 4.96 635-634 15 inch 104.00 0.003 635 901.18 634 900.96 2.99 5.07 636-635 12 inch 107.00 0.003 636 901.28 635 901.18 1.21 5.27 637-632 12 inch 86.00 01007 637 900.66 632 900.61 0.96 4.92 639-638 15 inch 55.00 0.019 639 898.52 638 897.27 3.75 5.77 640-639 15 inch 30.00 0.003 640 898.62 639 898.52 2.64 5.82 641-640 12 inch 55.00 0.037 641 900.24 640 898.62 0.77 5.87 643-642 21 inch 104.00 0.021 643 899.86 642 897.37 7.04 5.70 644-643 21 inch 83.00 0.003 644 900.31 643 899.87 7.16 5.81 645-644 18inch 208.00 0.003 645 900.64 644 900.31 3.58 6.11 646-645 12 inch 50.00 0.018 646 901.20 645 900.64 1.57 6.20 647-644 12 inch 48.00 0.025 647 900.87 644 900.31 1.65 5.99 649-648 21 inch 64.00 0.003 649 899.99 648 899.60 7.70 2.16 650-649 18 inch 107.00 0.003 650 900.19 649 899.99 4.60 2.18 651-650 12 inch 150.00 0.022 651 902.75 650 900.19 0.71 4.88 652-649 18 inch 226.00 0.005 652 900.74 649 899.99 4.10 6.50 653-649 15 inch 166.00 0.007 653 900.66 649 899.99 3.20 6.50 Title: 37963 Overall s:\37963\drainage\storm cad\overall.stm 12/16/03 08:39:57 AM © Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 1