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HomeMy WebLinkAboutStormwater Report - 1160 GREAT POND ROAD 8/25/2009 �pro•ks School Soccer Field Improvements Drainage Report RECEIVED Aug 2 7 2009 NUk i n miwUVER PLANNING DEPARTMENT SIT �0 Li, �f ySN® 4q �G iIMAD AL ZREIN CI .37 1 a Prepared By: DeVellis Zrein, Inc. P.O. Box 307 Foxboro, Massachusetts May 28,2009 Revised:June 2,2009 Revised:July 10,2009 Revised:August 24,2009 Table ofContents 1. Executive Summary 2. Existing Conditions Existing Site Characteristics Description of Contributing Areas Existing Drainage Area Summary Soil Conditions Peak Discharge Runoff Rates 3. Proposed Conditions Proposed Site Characteristics Description of Contributing Areas Proposed Drainage Area Summary Peak Discharge Runoff Rates 4. Methodology and Design Criteria Hydrologic Model Description Design Storms Time of Concentration Curve Numbers Rainfall Intensity Appendices Appendix A-Drainage Calculations Appendix B-Soil Information Appendix C-Outlet Protection DeVellis Zrein Inc. List ofFi6 Figure 1 - Existing Watershed Map Figure 2 - Proposed Watershed Map DeVellis Zrein Inc. 1 . Executive Summery Brooks School is proposing to renovate two existing soccer fields located on campus. The proposed renovations include the replacement of the natural turf soccer fields with a synthetic artificial turf along with the addition of sidewalks and bleacher area. The proposed renovation will present an increase in runoff as a result of the increase in impervious surfaces and modification to the watershed areas. The artificial turf will b constructed over an 8" layer of crushed stone which will act as an underground detention system. Perforated pipe within the system will collect the runoff and directs it into a controlled outlet before discharge. This system will mitigate the increase in the peak rate of stormwater runoff from the site as well as provide recharge to the groundwater in the area. The following is a brief description of the existing and proposed drainage areas, and the design methodology for this project. DeVellis Zrein Inc. 2. Egg Conditions Existing Site Characteristics The locus is the site of the existing natural turf soccer fields for the school, located along the north side of the school athletic facilities. The redevelopment area is approximately 5.67 acres. Site grades vary slightly from a high point near the center of the eastern field at elevation 208 to elevation 206 along the edge of the western field. Surface drainage consists of catch basins located at the fields corners and are connected to a perforated perimeter dram pipe which discharges near the northeast corner of the fields. The existing soccer fields surface consists of a well maintained grass. Description of ContributingArea The existing development area contains Two drainage area(see Figure 1)that will be affected by the proposed development. For the purpose of this hydrologic analysis, the following assumptions were made: • Whenever possible,the property line and/or an arbitrary line, outside the limit of proposed work is delineated as the watershed boundary. • The total watershed area for the existing conditions is used as the comparison base for the watershed area in the proposed conditions. The following is a brief description of the drainage areas: Drainage Area EX-1 Drainage Area EX-1 is approximately 4.35-acres. This watershed is made up of one of the existing soccer fields that are proposed to be redeveloped and a portion of the other soccer field that is proposed to be developed. Runoff from this drainage area is collected by existing catch basins located at all four corners of the soccer field and is carried by underground piping and is discharged near the northwest corner of the field. The design point for this watershed is called DP-1. Drainage Area EX-2 Drainage Area EX-1 is approximately 1.32-acres. This watershed is made up the eastern portion of existing eastern soccer field that is proposed to be developed. Runoff from this drainage area sheet flows in the easterly direction to Discharge point DP-l. H 202 N � Oa 1 208 ' _ 1 1 A s ® ° y .. ® J � 1 1 1 � 1 1 C- V PVC PIPE CB#3 W CB#4 1 RIM. 0400 206.50 RIM, 205.75 1 IN. 204.00 OUT. 204.70 1 i \ OUT, 203.90 Z OUTt 204.70 1 A ii l w �1 ✓ \ > CB#2 1 \ W a CB#I RIMS 205.50 1 RIM, 205.50 IN, 204.00 1 i INr 203.00 w OUT, 203.90 ❑UT.203.00 206 VC PIPE U � 206 of-0 i > Wpj �O N Job ft: DeVellis Zrein, Inc. sketciNo. Site Planning Civil Engineering Figure 1 Drawn by: Checked By: Foxboro,MA (508)877 6579 Existing Watershed Date: 5.29.09 (2 CV Z12_ I(,? Revisions: Scale: As shown Tile: BROOKS SCHOOL DeVellis Zrein Inc. Existing Drainage Area Summary The following table(Table 2.1)summarizes the existing drainage areas, including the pertinent information used for the hydrologic analysis: Table 2.1 Existing Conditions Drainage Area Characteristics Summary Drainage Area Curve Tc Area Acres Number Min. EX-1 5.35 61 35 EX-2 1.32 (v 1 18.5 Soil Conditions The Soil Conservation Services (SCS) Soil Survey of Essex County,Massachusetts defines the type of soils within the state. The site is comprised of Sutton Fine sandy loam,which has a map designation of 410A, and belongs to hydrological soil group B. Appendix B contains a copy of the SCS Soil Survey of Essex County,which defines the soil type found within the watershed being analyzed in this report. Peak Discharge RunoffRates The existing peak flow rates,tributary to the discharge points,were calculated for the 2, 10, and 100-year storm events. Results are presented in Table 3.2 in chapter 3. DeVellis Zrein Inc. 3. Proposed Conditions Proposed Site Characteristics The proposed re-development of the existing soccer fields consists of converting the natural grass field into an artificial synthetic turf and the addition of sidewalks and a bleacher seating area. The proposed drainage system is designed to maintain the characteristics of the existing watersheds to the extent practicable. The stone sub-base below the artificial turf will act as a large detention/infiltration area which will ensure stormwater peak flows attenuation and recharge. Runoff rates at the discharge points will remain at or below the existing peak flow rates. Description of ContributingAreas The proposed site contains one drainage area(see Figure 2). The following is a brief description of these drainage areas. Drainage Area PR-1 Drainage area PR-1 is approximately 5.67-acres. The area consists of entire re- development encompassing the two proposed fields, sidewalks and bleacher area. Runoff from this area drains through the synthetic turf and into the stone sub-base where it is collected by perforated drain system and is carried to a perimeter drain pipe. The perimeter drain pipe discharges into a controlled outlet manhole before it discharges near the northwest corner of the fields to Discharge Point, DP-1. Proposed Drainage Area Summary The following table(Table 3.1)summarizes the proposed drainage areas, including the pertinent information used for the hydrologic analysis: Table 3.1-Proposed Conditions Drainage Area Characteristics Summary AREA CURVE Drainage Area acres NUMBER T, min. PR-1 Synthetic turf 5.507 80 6.0 Walkway,etc. 0.16 98 6.0 Peak Discharge Runoff Rates The peak flow rates were calculated for the 2, 10, , and 100-year storm events under proposed conditions, to compare with the existing rates of runoff. It is assumed that all sidewalks and bleacher area will have impervious cover. The peak rates of runoff to the �6 j i r 1 �• L ISC OMT DRAINAGE F AREA I PR-1— ' ,( r i Job#: DeVellis Zrein, Inc. skem No. Site Planning Civil Engineering Figure 2 Drawn by: Checked By. Foxboro,MA (508)877 6579 Proposed Watershed Date: 5.29.09 Revi iom Scale: As shown Tille: BROOKS SCHOOL DeVellis Zrein Inc. discharge point will either remain the same or will decrease under the proposed conditions for DP-1 and DP-2 The following table(Table 3.2)represents a comparison between existing and proposed conditions of the peak rates of runoff tributary to the discharge point. Table 3.2-Peak Rates of Runoff Discharge 2-Year Storm 10-Year Storm 100-Year Storm Point Exist. Prop. Exist. Prop. Exist. Prop. cfs (cfs) cfs cfs (cfs cfs DP-1 0.82 0.01 2.70 0.09 6.27 0.23 DP-2 0.31 0.00 1.06 0.00 2.50 0.00 cfs-Cubic feet per second DeVellis Zrein Inc. 4. Methodology and Design Criteria Hydrologic Model Description The drainage analysis was performed using the software HydroCAD 7.10 which utilizes the Natural Resources Conservation Service(NRCS)(formerly the Soil Conservation Service)TR-20 program. The SCS TR-55 Method was utilized in developing the pertinent back-up data. Design Storms The analysis was performed on the 2, 10, and 100-year frequency rainfall events. The events were based on the 24-hour duration storm. Time of Concentration The minimum time of concentration(Tc)used is 6 minutes. Values found using Average Velocities for Overland Flow, found in SCS TR-55 Urban Hydrology for Small Watersheds. Curve Numbers Curve numbers were developed for each of the different use categories and hydrologic soil group types within each sub-area. The curve numbers were based on the SCS TR-55 method and are included in the Appendix A. Rainfall Intensity Rainfall intensities were acquired from the publication Rainfall Frequency Atlas of the United States(TP-40). Rainfall events for the 2, 10, 20, and 100-year storms were analyzed. SCS rainfall frequency values with 24-hour duration are: Storm Event Rainfall 2-Year 3.20 inches 10-Year 4.60 inches 100-Year 6.60 inches DeVellis Zrein Inc. AppcmdixA Drainage Calculations • Existing Conditions • Proposed Conditions DeVellis Zrein Inc. Existing C)l Conditions Ec2 EX- 1 EX2 EX 1 SUbCat Reach On Llnk Drainage Diagram for ex1 Prepared by DeVellis Zrein, Inc. 8/24/2009 HydroCAD®7.10 s/n 002318 ©2005 HydroCAD Software Solutions LLC EX-1 TYPE LV 24 M 2-YR AAAVALL 320„ PREPARED BY DEVELLIS ZREIN, INC. PAGE 2 HYDROCAD® 7.10 SIN 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 TIME SPAN=0.00-30.00 HRS, DT=0.05 HRS, 601 POINTS RUNOFF BY SCS TR-20 METHOD, UH=SCS REACH ROUTING BY STOR-IND+TRANS METHOD - POND ROUTING BY STOR-IND METHOD SUBCATCHMENT EXI: EXI RUNOFF AREA=189,418 SF RUNOFF DEPTH=0.44" FLOW LENGTH=1,030' TC=34.7 MIN CN=61 RUNOFF=0.82 CFS 0.161 AF SUBCATCHMENT EX2: EX2 RUNOFF AREA=57,449 SF RUNOFF DEPTH=0.44" FLOW LENGTH=185' TC=18.5 MIN CN=61 RUNOFF=0.31 CFS 0.049 AF COTAL RUNOFF AREA= 5.667 AC RUNOFF VOLUME = 0.210 AF AVERAGE RUNOFF DEPTH= 0.44" EXI TYPEM24 HR 2-YR RAINFALL,3.2®" PREPARED BY DEVELLIS ZREIN, INC. PAGE 3 HYDROCADO 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCATMVENT EXI EXI RUNOFF = 0.82 CFS @ 12.63 HRS, VOLUME= 0.161 AF, DEPTH= 0.44" RUNOFF BY SCS TR-20 METHOD, UH=;SCS, TIME SPAN= 0.00-30.00 HRS, DT= 0.05 FIRS TYPE III 24-FIR 2-YR RAINFALL-3.20" AREA (SF) CN DESCRIPTION 189,418 61 >75% GRASS COVER, GOOD, HSG B TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MINI (FEET) (FT/FT) (FT/SEC) (CFS) 17.9 150 0.0100 0.1 SHEET FLOW, AB GRASS: SHORT N= 0.150 P2= 3.20" 8.7 200 0.0030 0.4 SHALLOW CONCENTRATED FLOW, BC SHORT GRASS PASTURE KV= 7.0 FPS 2.9 240 0.0030 1.4 0.27 CIRCULAR CHANNEL (PIPE), PI DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 4.0 290 0.0024 1.2 0.24 CIRCULAR CHANNEL (PIPE), P2 DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 1.2 150 0.0067 2.0 0.40 CIRCULAR CHANNEL (PIPE), P3 DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 34.7 1,030 TOTAL EM TYPE M 24 TLR 2-YR R AIATALL=3.20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 4 HYDROCADO 7.10 SIN 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCATU VIENT EX2: EX2 RUNOFF = 0.31 CFS @ 12.37 IIRS, VOLUME= 0.049 AF, DEPTH= 0.44" RUNOFF BY SCS TR-20 METHOD, UH--SCS, TIME SPAN= 0.00-30.00 IIRS, DT= 0.05 HRS TYPE III 24-HR 2-YR RAIN-FALL--3.20" AREA (SF) CN DESCRIPTION 57,449 61 >75% GRASS COVER, GOOD, HSG B TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MIN) (FEET) (FT/FT) (FT/SEC) (CFS) 18.5 185 0.0140 0.2 SHEET FLOW, AB GRASS: SHORT N= 0.150 P2= 3.20" EXI TYPEM24 HR 10-YR RATATALL=4.60" PREPARED BY DEVELLIS ZREIX INC. PAGE 5 HYDROCAD® 7.10 SIN 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 TIlvIE SPAN=0.00-30.00 HRS, DT=0.05 FIRS, 601 POINTS RUNOFF BY SCS TR-20 METHOD, UH=SCS REACH ROUTING BY STOR-IND+TRANS METHOD - POND ROUTING BY STOR-IND METHOD SUBCATCHMENT EXI: EXI RUNOFF AREA=189,418 SF RUNOFF DEPTH=1.14" FLOW LENGTH=1,030' TC�4.7 MIN CN=61 RUNOFF=2.70 CFS OAH AF SUBCATCHMENT EX2: EX2 RUNOFF AREA=57,449 SF RUNOFF DEPTH=1.14" FLOW LENGTH=185' TC=18.5 M N CN=61 RUNOFF=1.06 CFS 0.125 AF TOTAL RUNOFF AREA= 5.667 AC RUNOFF VOLUME = 0.536 AF AVERAGE RUNOFF DEPTH= 1.14" EX-1 TYPE RT 24 L(R 10-YR RAINFALL--4.60" PREPARED BY DEVELLLS ZREIN, INC. PAGE 6 HYDROCADO 7.10 SIN 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8124/2009 SUBCATOVVENT EXI EXl RUNOFF = 2.70 CFS @ 12.55 HRS, VOLUME= OAH AF, DEPTH= 1.14" RUNOFF BY SCS TR-20 METHOD, UH=SCS, TIME SPAN= 0.00-30.00 HRS, DT= 0.05 HRS TYPE III 24-HR 10-YR RAINFALL--4,60" AREA (SF) CN DESCRIPTION 189,418 61 >75% GRASS COVER, GOOD, HSG B TC LENGTH SLOPE VELOCTTY CAPACITY DESCRIPTION (MIN) (FEET) (FT/FT) (FT/SEC) (CFS) 17.9 150 0.0100 0.1 SHEET FLOW, All GRASS: SHORT N= 0.150 P2= 3.20" 8.7 200 0.0030 0.4 SHALLOW CONCENTRATED FLOW, BC SHORT GRASS PASTURE KV= 7.0 FPS 2.9 240 0.0030 1.4 0.27 CIRCULAR CHANNEL (PIPE), Pl DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 4.0 290 0.0024 1.2 0.24 CIRCULAR CHANNEL (PIPE), P2 DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 1.2 150 0.0067 2.0 0.40 CIRCULAR CHANNEL (PIPE), P3 DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 34.7 1,030 TOTAL EXl TYPEIU24 LIR 10-YR RATATALL=4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 7 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8124/2009 SUBCATCI Bv1ENT EXI EX2 RUNOFF = 1.06 CFS @ 12.30 > RS, VOLUME= 0.125 AF, DEPTH= 1.14" RUNOFF BY SCS TR-20 METHOD, UH--SCS, TIIv1E SPAN= 0.00-30.00 IBS, DT= 0.05 HRS TYPE III 24-HR 10-YR RAINFALL--4.60" AREA (SF) CN DESCRIPTION 57,449 61 >75% GRASS COVER, GOOD, HSG B TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MIT14) (FEET) (FT/FT) (FT/SEC) (CFS) 18.5 185 0.0140 0.2 SHEET FLOW, AB GRASS: SHORT N= 0.150 P2= 3.20" EXI TYPE IU 24-L9? I00-YR R_AINFA E-6.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 8 HYDROCADO 7.10 SIN 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 TIME SPAN=0.00-30.00 FIRS, DT=0.05 FIRS, 601 POINTS RUNOFF BY SCS TR-20 METHOD, UH=SCS REACH ROUTING BY STOR-IND+TRANS METHOD - POND ROUTING BY STOR-IND METHOD SUBCATC DI IENT EX1: EXl RUNOFF AREA=189,418 SF RUNOFF DEPTH=2.42" FLOW LENGTH=1,030' TC=34.7 MIN CN=61 RUNOFF=6.27 CFS 0.876 AF SUBCATCHMENT EX2: EX2 RUNOFF AREA=57,449 SF RUNOFF DEPTH=2.42" FLOW LENGTH=185' TC=18.5 N 41N CN=61 RUNOFF=2.50 CFS 0.266 AF TOTAL RUNOFF AREA = 5.667 AC RUNOFF VOLUME = 1.142 AF AVERAGE RUNOFF DEPTH= 2.42" EXl TYPE III24 HR 100-YR RAIIVFALL--6 60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 9 HYDROCAD® 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCATCHWNT EXI: EXI RUNOFF = 6.27 CFS @ 12.52 HRS, VOLUME= 0.876 AF, DEPTH= 2.42" RUNOFF BY SCS TR-20 METHOD, UH=SCS, TIlv1E SPAN= 0.00-30.00 FIRS, DT= 0.05 HRS TYPE III 24-HR 100-YR RAINFALIr6.60" AREA (SF) CN DESCRIPTION 189,418 61 >75% GRASS COVER, GOOD, HSG B TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MIND (FEET) (FT/FT) (FT/SEC) (CFS) 17.9 150 0.0100 0.1 SHEET FLOW, AB GRASS: SHORT N= 0.150 P2= 3.20" 8.7 200 0.0030 0.4 SHALLOW CONCENTRATED FLOW, BC SHORT GRASS PASTURE KV= 7.0 FPS 2.9 240 0.0030 1.4 0.27 CIRCULAR CHANNEL (PIPE), PI DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 4.0 290 0.0024 1.2 0.24 CIRCULAR CHANNEL (PIPE), P2 DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0. 1.2 150 0.0067 2.0 0.40 CIRCULAR CHANNEL (PIlTE), P3 DIAM= 6.0" AREA= 0.2 SF PERIM= 1.6' R= 0.. 34.7 1,030 TOTAL EXl TYPEM24-LIR 100-YR RAZATALL 6.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 10 HYDROCADO 7.10 SIN 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCATUPAENT EX2: EX2 RUNOFF = 2.50 CFS @ 12.27 HRS, VOLUME= 0.266 AF, DEPTH= 2.42" RUNOFF BY SCS TR-20 METHOD, UH=SCS, TIME SPAN= 0.00-30.00 HRS, DT= 0.05 HRS TYPE III 24-HR 100-YR RAINFALL--6.60" AREA (SF) CN DESCRIPTION 57,449 61 >75% GRASS COVER, GOOD, HSG B TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MIN) (FEET) (FT/FT) (FT/SECT (CFS) 18.5 185 0.0140 0.2 SHEET FLOW, AB GRASS: SHORT N= 0.150 P2= 3.20" DeVellis ZmIn Inc. Proposed Conditions PR�r PR-1 TP Underground storage It7 DP-1 outlet Subcat Reach on [Link Drainage Diagram for pr-1 Prepared by DeVellis Zrein, Inc. 8/24/2009 HydroCAD®7.10 s/n 002318 ©2005 HydroCAD Software Solutions LLC PR-1 TYPE 11124 L6? 2-YR RAINFALL--J20„ PREPARED BY DEVELLIS ZREIN, INC. PAGE 2 HYDROCADO 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 TIME SPAN=0.00-72.00 HRS, DT=0.05 HRS, 1441 POINTS RUNOFF BY SCS TR-20 METHOD, UH--SCS REACH ROUTING BY STOR-IND+TRANS METHOD - POND ROUTING BY STOR-IND METHOD SUBCATCFRYIENT PRE PR-1 RUNOFF AREA=246,867 SF RUNOFF DEPTH=1.47" TC=6.0 MIN CN=81 RUNOFF=9.52 CFS 0.694 AF REACH DP-1: OUTLET PEAK DEPTH=0.04' MAX VEL=1.0 FPS INFLOW=0.01 CFS 0.001 AF D=12.0" N=0.010 L=100.0' S=0.0050 '/' CAPACITY=3.28 CFS OUTFLOW=0.01 CFS 0.001 AF POND 1P: UNDERGROUND STOR PEAK ELEV=206.48' STORAGE=4,351 CF INFLOW=9.52 CFS 0.694 AF DISCARDED=3.74 CFS 0.694 AF PRINIARY=0.01 CFS 0.001 AF OUTFLOW=3.75 CFS 0.694 AF TOTAL RUNOFF AREA= 5.667 AC RUNOFF VOLUME = 0.694 AF AVERAGE RUNOFF DEPTH= 1.47" PR-1 TYPE 1II24 TlR 2-YR RAINFALL=J20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 3 HYDROCAD® 7.10 SIN 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCATC MENT PRl: PR-1 RUNOFF = 9.52 CIS @ 12.10 HRS, VOLUME= 0.694 AF, DEPTH= 1.47" RUNOFF BY SCS TR-20 METHOD, UH--SCS, TIME SPAN= 0.00-72.00 HRS, DT= 0.05 HRS TYPE III 24-HR 2-YR RAINFALL-3.20" AREA (SF) CN DESCRIPTION 239,862 80 SYNTHETIC TURF 7,005 98 SIDEWALK/BLEACHERS 246,867 81 WEIGHTED AVERAGE TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (NIN) (FEET) (FT/FT) (FT/SEC) (CFS) 6.0 DIRECT ENTRY, PR-1 TYPE LV 24 M 2-YR RAINFALL=3.20" PREPARED BY DEVELLLS ZREIN, INC. PAGE 4 HYDROCAD®7.10 SIN 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 REACH DP-1: OUTLET INFLOW AREA= 5.667 AC, INFLOW DEPTH= 0.00" FOR 2-YR EVENT INFLOW = 0.01 CFS @ 12.37 HRS, VOLUME= 0.001 AF OUTFLOW = 0.01 CFS @ 12.42 HRS, VOLUME= 0.001 AF, ATTEN= 1%, LAG= 2.9 MIN ROUTING BY STOR-IND+TRANS METHOD,IOD, TIME SPAN= 0.00-72.00 IIRS, DT= 0.05 IIRS MAX. VELOCITY= 1.0 FPS, MIN. TRAVEL TIME= 1.7 MIN AVG. VELOCITY= 0.5 FPS, AVG. TRAVEL TIME= 3.7 MIN PEAK DEPTH= 0.04' @ 12.39 MRS CAPACITY AT BANK FULL= 3.28 CFS INLET INVERT= 202.80', OUTLET INVERT= 202.30' 12.0" DIAMETER PIPE, N= 0.010 LENGTH= 100.0' SLOPE= 0.00507' PR-1 TYPEL1724-LU? 2-YR RAP TALL-3.20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 5 HYDROCAD®7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8124/2009 STAGE-DISCHARGE FOR REACH DP-1: OUTLET ELEVATION VELOCITY DISCHARGE I LEVATION VELOCITY DISCHARGE (FEET) (FT/SEC) (CFS) (FEET) (FT/SEC) (CFS) 202.80 0.0 0.00 203.32 4.2 1.75 202.81 0.4 0.00 203.33 4.3 1.81 202.82 0.6 0.00 203.34 4.3 1.86 202.83 0.8 0.01 203.35 4.3 1.92 202.84 0.9 0.01 203.36 4.4 1.97 202.85 1.1 0.02 203.37 4.4 2.03 202.86 1.2 0.02 203.38 4.4 2.09 202.87 1.3 0.03 203.39 4.4 2.14 202.88 1.5 0.04 203.40 4.5 2.20 202.89 1.6 0.05 203.41 4.5 2.26 202.90 1.7 0.07 203.42 4.5 2.31 202.91 1.8 0.08 203.43 4.5 2.37 202.92 1.9 0.10 203.44 4.6 2.42 202.93 2.0 0.12 203.45 4.6 2.48 202.94 2.1 0.14 203.46 4.6 2.53 202.95 2.2 0.16 203.47 4.6 2.59 202.96 2.2 0.18 203.48 4.6 2.64 202.97 2.3 0.21 203.49 4.7 2.69 202.98 2.4 0.23 203.50 4.7 2.74 202.99 2.5 0.26 203.51 4.7 2.79 203.00 2.6 0.29 203.52 4.7 2.84 203.01 2.6 0.32 203.53 4.7 2.89 203.02 2.7 0.35 203.54 4.7 2.94 203.03 2.8 0.38 203.55 4.7 2.99 203.04 2.9 0.41 203.56 4.7 3.03 203.05 2.9 0.45 203.57 4.7 3.08 203.06 3.0 0.48 203.58 4.7 3.12 203.07 3.1 0.52 203.59 4.8 3.16 203.08 3.1 0.56 203.60 4.8 3.20 203.09 3.2 0.60 203.61 4.8 3.24 203.10 3.2 0.64 203.62 4.8 3.28 203.11 3.3 0.68 203.63 4.8 3.31 203.12 3.4 0.73 203.64 4.7 3.34 203.13 3.4 0.77 203.65 4.7 3.37 203.14 3.5 0.82 203.66 4.7 3.40 203.15 3.5 0.86 203.67 4.7 3.43 203.16 3.6 0.91 203.68 4.7 3.45 203.17 3.6 0.96 203.69 4.7 3.47 203.18 3.7 1.00 203.70 4.7 3.49 203.19 3.7 1.05 203.71 4.7 3.50 203.20 3.8 1.10 203.72 4.6 3.52 203.21 3.8 1.15 203.73 4.6 3.52 203.22 3.9 1.21 203.74 4.6 3.52 203.23 3.9 1.26 203.75 4.6 3.52 203.24 39 1.31 203.76 4.5 151 203.25 4.0 1.36 203.77 4.5 3.49 203.26 4.0 1.42 203.78 4.4 3.46 203.27 4.1 1.47 203.79 4.4 3.41 203.28 4.1 1.53 203.80 4.2 3.28 203.29 4.1 1.58 203.30 4.2 1.64 203.31 4.2 1.69 PR-1 TYPE LII24 L(R 2-YR AARVFALL,3.20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 6 HYDROCAD® 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-AREA-STORAGE FOR REACH DP-1: OUTLET ELEVATION STORAGE I LEVATION STORAGE WM) (CUBIC-FEET) (FEET) (CUBIC-FEET) 202.80 0 203.32 41 202.81 0 203.33 42 202.82 0 203.34 43 202.83 1 203.35 44 202.84 1 203.36 45 202.85 1 203.37 46 202.86 2 203.38 47 202.87 2 203.39 48 202.88 3 203.40 49 202.89 4 203.41 50 202.90 4 203.42 51 202.91 5 203.43 52 202.92 5 203.44 53 202.93 6 203.45 54 202.94 7 203.46 55 202.95 7 203.47 56 20296 8 203.48 57 202.97 9 203.49 58 202.98 10 203.50 59 202.99 10 203.51 60 203.00 11 203.52 61 203.01 12 203.53 61 203.02 13 203.54 62 203.03 14 203.55 63 203.04 14 203.56 64 203.05 15 203.57 65 203.06 16 203.58 66 203.07 17 203.59 67 203.08 18 203.60 67 203.09 19 203.61 68 203.10 20 203.62 69 203.11 21 203.63 70 203.12 22 203.64 70 203.13 23 203.65 71 203.14 24 203.66 72 203.15 24 203.67 73 203.16 25 203.68 73 203.17 26 203.69 74 203.18 27 203.70 74 203.19 28 203.71 75 203.20 29 203.72 76 203.21 30 203.73 76 203.22 31 203.74 77 203.23 32 203.75 77 203.24 33 203.76 77 203.25 34 203.77 78 203.26 35 203.78 78 203.27 36 203.79 78 203.28 37 203.80 79 203.29 38 203.30 39 203.31 40 PR-1 TYPE II724 L0? 2-YR PAIATALL=3.20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 7 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOF hWARE SOLUTIONS LLC 8/24/2009 POND 1P: UNDERGROUND STORAGE INFLOW AREA = 5.667 AC, INFLOW DEPTH= 1.47" FOR 2-YR EVENT INFLOW = 9.52 CFS @ 12.10 FIRS, VOLUME= 0.694 AF OUTFLOW = 3.75 CFS @ 12.37 FIRS, VOLUME= 0.694 AF, ATTEN= 61%, LAG= 16.4 MIN DISCARDED = 3.74 CFS @ 12.00 FIRS, VOLUME= 0.694 AF PRIMARY = 0.01 CFS @ 12.37 FIRS, VOLUME= 0.001 AF ROUTING BY STOR-IND METHOD, TIME SPAN= 0.00-72.00 HRS, DT= 0.05 FIRS / 2 PEAK ELEV= 206.48' @ 12.37 HRS SURF.AREA= 158,400 SF STORAGE= 4,351 CF PLUG-FLOW DETENTION TIME= 7.1 MIN CALCULATED FOR 0.694 AF (100% OF INFLOW) CENTER-OF-MASS DET. TIME= 7.4 MIN ( 846.9 - 839.5 ) VOLUME INVERT AVAILSTORAGE STORAGE DESCRIPTION #1 206.41' 74,131 CF CUSTOM STAGE DATA (PRISMATIC) LISTED BELOW ELEVATION SURRAREA VOIDS INC.STORE CUM.STORE (FEET) (SO-FT) (%) (CUBIC-FEET) (CUBIC-FEET) 206.41 158,400 40.0 0 0 207.00 158,400 40.0 37,382 37,382 207.58 158,400 40.0 36,749 74,131 DEVICE ROUTING INVERT OUTLET DEVICES #1 PRIMARY 206.41' 4.0" VERT. ORIFICE/GRATE C= 0.600 #2 PRIMARY 206.91' 90.0 DEG X 4.0' LONG SHARP-CRESTED VEE/TRAP WEIR C= 250 0.50' RISE #3 DISCARDED 0.00' 1.020 IN/HR EXFILTRATION OVER SURFACE AREA DISCARDED OUTFLOW MAX=3.74 CFS @ 12.00 HRS HW=206.42' (FREE DISCHARGE) Z--3=EXFILTRATION (EXFILTRATION CONTROLS 3.74 CFS) PRIMARY OUTFLOW MAX=0.01 CFS @ 12.37 HRS HW=206.48' (FREE DISCHARGE) T1=ORIFICE/GRATE (ORIFICE CONTROLS 0.01 CFS @ 0.9 FPS) 2--SHARP-CRESTED VEE/TRAP WEIR ( CONTROLS 0.00 CFS) PR-1 TYPE L724 HR 2-YR RAINFA L--3.20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 8 HYDROCADO 7.10 SIN 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-DISCHARGE FOR POND IP: UNDERGROUND STORAGE ELEVATION DISCHARGE DISCARDED PRIMARY ILEVATTON DISCHARGE DISCARDED PRUAARY ffT I) (CFS) (CFS) (CIS) (FEI✓) (CFS) (CFS) (CFS) 206.41 0.00 0.00 0.00 207.45 9.50 3.74 5.76 206.43 3.74 3.74 0.00 207.47 9.73 3.74 5.99 206.45 3.74 3.74 0.00 207.49 9.95 3.74 6.21 206.47 3.75 3.74 0.01 207.51 10.15 3.74 6.41 206.49 3.76 3.74 0.02 207.53 10.35 3.74 6.61 206.51 3.76 3.74 0.02 207.55 10.54 3.74 6.80 206.53 3.77 3.74 0.03 207.57 10.72 3.74 6.98 206.55 3.78 3.74 0.04 206.57 3.80 3.74 0.06 206.59 3.81 3.74 0.07 206.61 3.82 3.74 0.08 206.63 3.84 3.74 0.10 206.65 3.85 3.74 O.11 206.67 3.87 3.74 0.13 206.69 3.88 3.74 0.14 206.71 3.89 3.74 0.15 206.73 3.91 3.74 0.17 206.75 3.91 3.74 0.17 206.77 3.92 3.74 0.18 206.79 3.93 3.74 0.19 206.81 3.94 3.74 0.20 206.83 3.95 3.74 0.21 206.85 3.96 3.74 0.22 206.87 3.97 3.74 0.23 206.89 3.98 3.74 0.24 206.91 3.98 3.74 0.24 206.93 4.03 3.74 0.29 206.95 4.10 3.74 0.36 206.97 4.19 3.74 0.45 20699 4.30 3.74 0.56 207.01 4.42 3.74 0.68 207.03 4,55 3.74 0.81 207.05 4.70 3.74 0.96 207.07 4.86 3.74 1.12 207.09 5.03 3.74 1.29 207.11 5.21 3.74 1.47 207.13 5.40 3.74 1.66 207.15 5.60 3.74 1.86 207.17 5.81 3.74 2.07 20719 6.02 3.74 2.28 207.21 6.25 3.74 2.51 207.23 6.49 3.74 2.75 207.25 6.73 3.74 2.99 207.27 6.98 3.74 3.24 207.29 7.25 3.74 3.51 207.31 7.52 3.74 3.78 207.33 7.79 3.74 4.05 207.35 8.08 3.74 4.34 207.37 8.37 3.74 4.63 207.39 8.67 3.74 4.93 207.41 8.98 3.74 5.24 207.43 9.26 174 5.52 PR-1 TYPEIIZ24 M 2-YR RAIIVFAI.,L--3.20" PREPARED BY DEVELLIS ZREIN, INC. PAGE 9 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-AREA-STORAGE FOR POND 1P: UNDERGROUND STORAGE ELEVATION SURFACE STORAGE I LEVATION SURFACE STORAGE (FEET) (SQ-FT) (CUBIC-FEET) (FEET) (SQ-FT) (CUBIC-FEET) 206.41 158,400 0 207.45 158,400 65,894 206.43 158,400 1,267 207.47 158,400 67,162 206.45 158,400 2,534 207.49 158,400 68,429 206.47 158,400 3,802 207.51 158,400 69,696 206.49 158,400 5,069 207.53 158,400 70,963 206.51 158,400 6,336 207.55 158,400 72,230 206.53 158,400 7,603 207.57 158,400 73,498 206.55 158,400 8,870 206.57 158,400 10,138 206.59 158,400 11,405 206.61 158,400 12,672 206.63 158,400 13,939 206.65 158,400 15,206 206.67 158,400 16,474 206.69 158,400 17,741 206.71 158,400 19,008 206.73 158,400 20,275 206.75 158,400 21,542 206.77 158,400 22,810 206.79 158,400 24,077 206.81 158,400 25,344 206.83 158,400 26,611 206.85 158,400 27,878 206.87 158,400 29,146 206.89 158,400 30,413 206.91 158,400 31,680 206.93 158,400 32,947 206.95 158,400 34,214 206.97 158,400 35,482 206.99 158,400 36,749 207.01 158,400 38,016 207.03 158,400 39,283 207.05 158,400 40,550 207.07 158,400 41,818 207.09 158,400 43,085 207.1.1 158,400 44,352 207.13 158,400 45,619 207.15 158,400 46,886 207.17 158.400 48,154 20719 158,400 49,421 207.21 158,400 50,688 207.23 158,400 51,955 207.25 158,400 53,222 207.27 158,400 54,490 207.29 158,400 55,757 207.31 158,400 57,024 207.33 158,400 58,291 207.35 158,400 59.558 207.37 158,400 60,826 207.39 158,400 62,093 207.41 158,400 63,360 207.43 158,400 64,627 PR-1 TYPE II124 TM 10-YR RAJATAL--4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 10 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 TIME SPAN=0.00-72.00 FIRS, DT=0.05 FIRS, 1441 POINTS RUNOFF BY SCS TR-20 METHOD, UH=SCS REACH ROUTING BY STOR-IND+TRANS METHOD - POND ROUTING BY STOR-IND METHOD SUBCATCFT1VIENT PRl: PR-1 RUNOFF AREA=246,867 SF RUNOFF DEPTH=2.63" TC=6.0 MIN CN=81 RUNOFF=1715 CFS 1.244 AF REACH DP-1: OUTLET PEAK DEPTH=O.11' MAX VF.LA.8 FPS INFLOW=0.09 CFS 0.008 AF D=12.0" N=0.010 L=100.0' S=0.0050 '1' CAPACfTY=3.28 CFS OUTFLOW=0.09 CFS 0.008 AF POND 1P: UNDERGROUND STO PEAK ELEV=206.62' STORAGE=13,378 CF INFLOW=17.15 CFS 1.244 AF DISCARDED=-3.74 CFS 1.236 AF PRIMARY=0.09 CFS 0.008 AF OUTFLOW=3.83 CFS 1.244 AF TOTAL RUNOFF AREA= 5.667 AC RUNOFF VOLUME = 1.244 AF AVERAGE RUNOFF DEPTH= 2.63" PR-1 TYPE RT 24 M 10-YR RAINFALL--4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 11 I-IYDROCAD® 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCATCE RENT PRE PR-1 RUNOFF = 17.15 CFS @ 12.09 FIRS, VOLUME= 1.244 AF, DEPTH= 2.63" RUNOFF BY SCS TR-20 METHOD, UH--SCS, TIME SPAN= 0.00-72.00 FIRS, DT= 0.05 MRS TYPE III 24-HR 10-YR RAINFALL--4.60" AREA (SF) CN DESCRIPTION 239,862 80 SYNTHETIC TURF 7,005 98 SIDEWALK/BLEACHERS 246,867 81 WEIGHTED AVERAGE TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MIN) (FEET) (FTIFT) (FT/SEC) (CFS) 6.0 DIRECT ENTRY, PR-1 TYPEIU24 IM 10-YR RAflVFALL=4.60" PREPARED BY DEVELLLS ZROX,INC. PAGE 12 HYDROCAD® 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 REACH DP-l: OUTLET INFLOW AREA= 5.667 AC, INFLOW DEPTH = 0.02" FOR 10-YR EVENT INFLOW = 0.09 CFS @ 12.52 FIRS, VOLUME= 0.008 AF OUTFLOW = 0.09 CFS @ 12.54 FIRS, VOLUME= 0.008 AF, ATTEN= 0%, LAG= 1.7 MIN ROUTING BY STOR-IND+TRANS METHOD, TIME SPAN= 0.00-72.00 MRS, DT= 0.05 FIRS MAX. VELOCITY= 1.8 FPS, MIN. TRAVEL TIME= 0.9 MIN AVG. VELOCITY= 0.7 FPS, AVG. TRAVEL TIME- 2.5 MIN PEAK DEPTH= O.H' @ 12.53 MRS CAPACITY AT BANK FULL= 3.28 CFS INLET INVERT= 202.80', OUTLET INVERT= 202.30' 12.0" DIAME"I ER PIPE, N= 0.010 LENGTH= 100.0' SLOPE= 0.00507' PR-1 TYPE RI24 IM 10-YR RAINFALL--4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 13 HYDROCADO 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-DISCHARGE FOR REACH DP-1: OUTLET ELEVATION VELOCITY DISCHARGE I LEVATION VELOCITY DISCHARGE (FEET) (FT/SEC) (CFS) (FEET) (FT/SEC) (CFS) 202.80 0.0 0.00 203.32 4.2 1.75 202.81 0.4 0.00 203.33 4.3 1.81 202.82 0.6 0.00 203.34 4.3 1.86 202.83 0.8 0.01 203.35 4.3 1.92 202.84 0.9 0.01 203.36 4.4 1.97 202.85 1.1 0.02 203.37 4.4 2.03 202.86 1.2 0.02 203.38 4.4 2.09 202.87 1.3 0.03 203.39 4.4 2.14 202.88 1.5 0.04 203.40 4.5 2.20 202.89 1.6 0.05 203.41 4.5 2.26 202.90 1.7 0.07 203.42 4.5 2.31 202.91 1.8 0.08 203.43 4.5 2.37 202.92 1.9 0.10 203.44 4.6 2.42 202.93 2.0 0.12 203.45 4.6 2.48 202.94 2.1 0.14 203.46 4.6 2.53 202.95 2.2 0.16 203.47 4.6 2.59 202.96 2.2 0.18 203.48 4.6 2.64 202.97 2.3 0.21 203.49 4.7 2.69 202.98 2.4 0.23 203.50 4.7 2.74 202.99 2.5 0.26 203.51 4.7 2.79 203.00 2.6 0.29 203.52 4.7 2.84 203.01 2.6 0.32 203.53 4.7 2.89 203.02 2.7 0.35 203.54 4.7 2.94 203.03 2.8 0.38 203.55 4.7 2.99 203.04 2.9 0.41 203.56 4.7 3.03 203.05 2.9 0.45 203.57 4.7 3.08 203.06 3.0 0.48 203.58 4.7 3.12 203.07 3.1 0.52 203.59 4.8 3.16 203.08 3.1 0.56 203.60 4.8 3.20 203.09 3.2 0.60 203.61 4.8 3.24 203.10 3.2 0.64 203.62 4.8 3.28 203.11 3.3 0.68 203.63 4.8 3.31 203.12 3.4 0.73 203.64 4.7 3.34 203.13 3.4 0.77 203.65 4.7 3.37 203.14 3.5 0.82 203.66 4.7 3.40 203.15 3.5 0.86 203.67 4.7 3.43 203.16 3.6 0.91 20168 4.7 145 203.17 3.6 0.96 203.69 4.7 3.47 203.18 3.7 1.00 203.70 4.7 3.49 203.19 3.7 1.05 203.71 4.7 3.50 203.20 3.8 1.10 203.72 4.6 3.52 203.21 3.8 1.15 203.73 4.6 3.52 203.22 3.9 1.21 203.74 4.6 3.52 203.23 3.9 1.26 203.75 4.6 3.52 203.24 3.9 1.31 203.76 4.5 3.51 203.25 4.0 1.36 203.77 4.5 3.49 203.26 4.0 1.42 203.78 4,4 3.46 203.27 4.1 1.47 203.79 4.4 3.41 203.28 4,1 1.53 203.80 4.2 3.28 203.29 4.1 1.58 203.30 4.2 1.64 203.31 4.2 1,69 PR-1 TYPE D124 M 10-YR RAINFALL-4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 14 HYDROCAD®7.10 S/N 002318 © 2005 IIYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-AREA-STORAGE FOR REACH DP-1: OUTLET ELEVATION STORAGE ITXVATTON STORAGE FEET) (CUBIC-FEED W ) (CUBIC-FEET) 202.80 0 203.32 41 202.81 0 203.33 42 202.82 0 203.34 43 202.83 1 203.35 44 202.84 1 203.36 45 202.85 1 203.37 46 202.86 2 203.38 47 202.87 2 203.39 48 202.88 3 203.40 49 202.89 4 203.41 50 202.90 4 203.42 51 202.91 5 203.43 52 202.92 5 203.44 53 202.93 6 203.45 54 202.94 7 203.46 55 202.95 7 203.47 56 202.96 8 203.48 57 202.97 9 203.49 58 202.98 10 203.50 59 202.99 10 203.51 60 203.00 ll 203.52 61 203.01 12 203.53 61 203.02 13 203.54 62 203.03 14 203.55 63 203.04 14 203.56 64 203.05 15 203.57 65 203.06 16 203.58 66 203.07 17 20159 67 203.08 18 203.60 67 203.09 19 203.61 68 203.10 20 203.62 69 203.11 21 203.63 70 203.12 22 203.64 70 203.13 23 203.65 71 203.14 24 203.66 72 203.15 24 203.67 73 203.16 25 203.68 73 203.17 26 203.69 74 203.18 27 203.70 74 203.19 28 203.71 75 203.20 29 203.72 76 203.21 30 203.73 76 203.22 31 203.74 77 203.23 32 203.75 77 203.24 33 203.76 77 203.25 34 203.77 78 203.26 35 203.78 78 203.27 36 203.79 78 203.28 37 203.80 79 203.29 38 203.30 39 203.31 40 PR-1 TYPE III24 ID? 10-YR RA AWALL=4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 15 HYDROCADO 7.10 SIN 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 POND 1P: UNDERGROUND STORAGE INFLOW AREA= 5.667 AC, INFLOW DEPTH= 2.63" FOR 10-YR EVENT INFLOW = 17.15 CFS @ 12.09 HRS, VOLUME= 1.244 AF OUTFLOW = 3.83 CFS @ 12.52 FIRS, VOLUME= 1.244 AF, ATTEN= 78%, LAG= 25.5 MIN DISCARDED = 3.74 CFS @ 11.85 FIRS, VOLUME= 1.236 AF PRIMARY = 0.09 CFS @ 12.52 HRS, VOLUME= 0.008 AF ROUTING BY STOR-IND METHOD, TIME SPAN= 0.00-72.00 FIRS, DT= 0.05 HRS / 2 PEAK ELEV= 206.62' @ 12.52 HRS SURRAREA= 158,400 SF STORAGE= 13,378 CF PLUG-FLOW DETENTION TIME= 21.4 MIN CALCULATED FOR 1.244 AF (100% OF INFLOW) CENTER-OF-MASS DET. TIME= 21.4 MIN ( 844.1 - 822.6 ) VOLUME INVERT AVAIL.STORAGE STORAGE DESCRIPTION #1 206.41' 74,131 CF CUSTOM STAGE DATA (PRISMATIC) LISTED BELOW ELEVATION SURRAREA VOIDS 1NC.STORE CUM.STORE (FEET) (SCE-FT) (%) (CUBIC-FEET) (CUBIC-FEET) 206.41 158,400 40.0 0 0 207.00 158,400 40.0 37,382 37,382 207.58 158,400 40.0 36,749 74,131 DEVICE ROUTING INVERT OUTLET DEVICES #1 PRIMARY 206.41' 4.0" VERT. ORIFICE/GRATE C= 0.600 #2 PRIMARY 206.91' 90.0 DEG X 4.0' LONG SHARP-CRESTED VEE/TRAP WEIR C= 2.50 0.50' RISE #3 DISCARDED 0.00' 1.020 INI IR EXFILTRATION OVER SURFACE AREA DISCARDED OUTFLOW MAX=334 CFS @ 11.85 HRS HW=206.42' (FREE DISCHARGE) L3=EXFILTRATION (EXFILTRATION CONTROLS 3.74 CFS) PRIMARY OUTFLOW MAX=0.09 CFS @ 12.52 HRS 14W=206.62' (FREE DISCHARGE) T 1=ORIFICE/GRATE (ORIFICE CONTROLS 0.09 CFS @ 1.6 FPS) __2--SHARP-CRESTED VEE/'IRAP WEIR ( CONTROLS 0.00 CFS) PR-1 TYPEL724 HR 10-YR RAINFALL=4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 16 HYDROCAD®7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/2412009 STAGE-DISCHARGE FOR POND 1P: UNDERGROUND STORAGE ELEVATION DISCHARGE DISCARDED PRIMARY I LEVATION DISCHARGE DISCARDED PRIMARY (FEET) (CFS) (CFS) (CFS) (FEET) (CFS) (CFS) (CFS) 206.41 0.00 0.00 0.00 207.45 9.50 3.74 5.76 206.43 3.74 3.74 0.00 207.47 9.73 3.74 5.99 206.45 3.74 3.74 0.00 207.49 9.95 3.74 6.21 206.47 3.75 3.74 0.01 207.51 10.15 3.74 6.41 206.49 3.76 3.74 0.02 207.53 10.35 3.74 6.61 206.51 3.76 3.74 0.02 207.55 10.54 3.74 6.80 206.53 3.77 3.74 0.03 207.57 10.72 3.74 698 206.55 3.78 3.74 0.04 206.57 3.80 3.74 0.06 206.59 3.81 3.74 0.07 206.61 3.82 3.74 0.08 206.63 3.84 3.74 0.10 206.65 3.85 3.74 0.11 206.67 3.87 3.74 0.13 206.69 3.88 3.74 0.14 206.71 3.89 3.74 0.15 206.73 3.91 3.74 0.17 206.75 3.91 3.74 0.17 206.77 3.92 3.74 0.18 206.79 3.93 3.74 0.19 206.81 3.94 3.74 0.20 206.83 3.95 3.74 0.21 206.85 396 3.74 0.22 206.87 3.97 3.74 0.23 206.89 3.98 3.74 0.24 206.91 3.98 3.74 0.24 206.93 4.03 3.74 0.29 206.95 4.10 3.74 0.36 206.97 4.19 3.74 0.45 206.99 4.30 3.74 0.56 207.01 4.42 3.74 0.68 207.03 4.55 3.74 0.81 207.05 4.70 3.74 0.96 207.07 4.86 3.74 1.12 207.09 5.03 3.74 1.29 207.11 5.21 3.74 1.47 207.13 5.40 3.74 1.66 207.15 5.60 3.74 1.86 207.17 5.81 3.74 2.07 207.19 6.02 3.74 2.28 207.21 6.25 3.74 2.51 207.23 6.49 3.74 2.75 207.25 6.73 3.74 2.99 207.27 6.98 3.74 3.24 207.29 7.25 3.74 3.51 207.31 7.52 3.74 3.78 207.33 7.79 3.74 4.05 207.35 8.08 3.74 4.34 207.37 8.37 3.74 4.63 207.39 8.67 3.74 4.93 207.41 8.98 3.74 5.24 207.43 9.26 3.74 5.52 PR-1 TYPE M24 FYZ 10-YIZ RAINFALL-4.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 17 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-AREA-STORAGE FOR POND IP: UNDERGROUND STORAGE ELEVATION SURFACE STORAGE ILEVATION SURFACE STORAGE (FEET) (SO-FT) (CUBIC-FEET) WEFT) (SO-FT) (CUBIC-FEET) 206.41 158,400 0 207.45 158,400 65,894 206.43 158,400 1,267 207.47 158,400 67,162 206.45 158,400 2,534 207.49 158,400 68,429 206.47 158,400 3,802 207.51 158,400 69,696 206.49 158,400 5,069 207.53 158,400 70,963 206.51 158,400 6,336 207.55 158,400 72,230 206.53 158,400 7,603 207.57 158,400 73,498 206.55 158,400 8,870 206.57 158,400 10,138 206.59 158,400 11,405 206.61 158,400 12,672 206.63 158,400 13,939 206.65 158,400 15,206 206.67 158,400 16,474 206.69 158,400 17,741 206.71 158,400 19,008 206.73 158,400 20,275 206.75 158,400 21,542 206.77 158,400 22,810 206.79 158,400 24,077 206.81 158,400 25,344 206.83 158,400 26,611 206.85 158,400 27,878 206.87 158,400 29,146 206.89 158,400 30,413 206.91 158,400 31,680 206.93 158,400 32,947 206.95 158,400 34,214 206.97 158,400 35,482 206.99 158,400 36,749 207.01 158,400 38,016 207.03 158,400 39,283 207.05 158,400 40,550 207.07 158,400 41,818 207.09 158,400 43,085 207.11 158.400 44,352 207.13 158,400 45,619 207.15 158,400 46,886 207.17 158,400 48,154 20719 158,400 49,421 207.21 158,400 50,688 207.23 158,400 51,955 207.25 158,400 53,222 207.27 158,400 54,490 207.29 158,400 55,757 207.31 158,400 57,024 207.33 158,400 58,291 207.35 158,400 59,558 207.37 158,400 60,826 207.39 158,400 62,093 207.41 158,400 63,360 207.43 158,400 64,627 PR-1 TYPE LII24 TM 100-YR RAINFALL=660" PREPARED BY DEVELLIS ZRETN, INC. PAGE 2 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 TIME SPAN=0.00-72.00 MRS, DT=0.05 MRS, 1441 POINTS RUNOFF BY SCS TR-20 METHOD, UH--SCS REACH ROUTING BY STOR-TND+TRANS METHOD - POND ROUTING BY STOR-IND METHOD SUBCATCHMENT PRE PR-I RUNOFF AREA=246,867 SF RUNOFF DEPTH=4.43" TC=6.0 MIN CN=81 RUNOFF=28.55 CFS 2.094 AF REACH DP-1: OUTLET PEAK DEPTH=0.18' MAX VEL--2.4 FPS INFLOW=0.23 CFS 0.049 AF D=12.0" N=0.010 L--100.0' S=0.0050 '/' CAPACITY=3.28 CFS OUTFLOW=0.23 CFS 0.049 AT POND 1P: UNDERGROUND ST PEAK ELEV=206.88' STORAGE=-29,542 CF INFLOW=28.55 CFS 2.094 AF DISCARDED=3.74 CFS 2.045 AF PRIMARY=0.23 CFS 0.049 AF OUTFLOW=3.97 CFS 2.094 AF TOTAL RUNOFF AREA= 5.667 AC RUNOFF VOLUME = 2.094 AF AVERAGE RUNOFF DEPTH= 4.43" PR-1 TYPE L(124 HR 100-YR RAINFALL-660" PREPARED BY DEVELLIS ZREIN, INC. PAGE 3 HYDROCAD® 7.10 SIN 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 SUBCAM-PAENT PR1: PR-1 RUNOFF = 28.55 CFS @ 12.09 FIRS, VOLUME= 2.094 AF, DEPTH= 4.43" RUNOFF BY SCS TR-20 METHOD, UH=;SCS, TIME SPAN= 0.00-72.00 FIRS, DT= 0.05 HRS TYPE III 24-HR 100-YR RAINFALL--6.60" AREA (SF) CN DESCRIPTION 239,862 80 SYNTHETIC TURF 7,005 98 SIDEWALK/BLEACHERS 246,867 81 WEIGHTED AVERAGE TC LENGTH SLOPE VELOCITY CAPACITY DESCRIPTION (MINI (FEET) (FT/FT) (FT/SEC) (CFS) 6.0 DIRECT ENTRY, PR-1 TYPE 11124 LM 100-YR RAIATALL-660" PREPARED BY DEVELLLS ZREIN, INC. PAGE 4 HYDROCAD®7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 HYDROGRAPH FOR SUBCATCHMENT PRI PR-1 TEVE PRECIP. EXCESS RUNOFF TIME PRECIP. EXCESS RUNOFF (HOURS) (INCHES) (INCHES) (CFS) (HOURS) CINCHES) (INCHES) (CFS) 0.00 0.00 0.00 0.00 52.00 6.60 4.43 0.00 1.00 0.07 0.00 0.00 53.00 6.60 4.43 0.00 2.00 0.13 0.00 0.00 54.00 6.60 4.43 0.00 3.00 0.20 0.00 0.00 55.00 6.60 4.43 0.00 4.00 0.28 0.00 0.00 56.00 6.60 4.43 0.00 5.00 0.37 0.00 0.00 57.00 6.60 4.43 0.00 6.00 0.48 0.00 0.00 58.00 6.60 4.43 0.00 7.00 0.60 0.01 0.07 59.00 6.60 4.43 0.00 8.00 0.75 0.03 0.19 60.00 6.60 4.43 0.00 9.00 0.96 0.09 0.42 61.00 6.60 4.43 0.00 10.00 1.25 0.19 0.77 62.00 6.60 4.43 0.00 H.00 1.65 0.40 1.46 63.00 6.60 4.43 0.00 12.00 3.30 1.55 17.63 64.00 6.60 4.43 0.00 13.00 4.95 2.94 2.71 65.00 6.60 4.43 0.00 14.00 5.35 3.30 1.73 66.00 6.60 4.43 0.00 15.00 5.64 3.56 1.31 67.00 6.60 4.43 0.00 16.00 5.85 3.75 0.93 68.00 6.60 4.43 0.00 17.00 6.00 3.89 0.74 69.00 6.60 4.43 0.00 18.00 6.12 4.00 0.57 70.00 6.60 4.43 0.00 19.00 6.23 4.09 0.51 71.00 6.60 4.43 0.00 20.00 6.32 4.17 0.45 72.00 6.60 4.43 0.00 21.00 6.40 4.25 0.42 22.00 6.47 4.32 0.38 23.00 6.54 4.38 0.34 24.00 6.60 4.43 0.30 25.00 6.60 4.43 0.00 26.00 6.60 4.43 0,00 27.00 6.60 4.43 0.00 28.00 6.60 4.43 0.00 29.00 6.60 4.43 0.00 30.00 6.60 4.43 0.00 31.00 6.60 4.43 0.00 32.00 6.60 4.43 0.00 33.00 6.60 4.43 0.00 34.00 6.60 4.43 0.00 35.00 6.60 4.43 0.00 36.00 6.60 4.43 0.00 37.00 6.60 4.43 0.00 38.00 6.60 4.43 0.00 39.00 6.60 4,43 0,00 40.00 6.60 4.43 0.00 41,00 6.60 4.43 0.00 42.00 6.60 4.43 0.00 43.00 6.60 4.43 0.00 44.00 6.60 4.43 0.00 45.00 6.60 4.43 0.00 46.00 6.60 4.43 0.00 47.00 6.60 4.43 0.00 48.00 6.60 4.43 0.00 49.00 6.60 4.43 0.00 50.00 6.60 4.43 0,00 51.00 6.60 4.43 0.00 PR-1 TYPEJU24 IllZ 100-YR RAIATALL-660" PREPARED BY DEVELLLS ZREIN, INC. PAGE 5 HYDROCAD®7.10 S/N 002318 © 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 REACH DP-1: OUTLET INFLOW AREA= 5.667 AC, INFLOW DEPTH= 0.10" FOR 100-YR EVENT INFLOW = 0.23 CFS @ 12.64 IRIS, VOLUME= 0.049 AF OUTFLOW = 0.23 CFS @ 12.66 HRS, VOLUME= 0.049 AF, ATTEN= 0%, LAG= 1.5 MIN ROUTING BY STOR-IND+TRANS METHOD, TIME SPAN= 0.00-72.00 HRS, DT= 0.05 HRS MAX. VELOCITY= 2.4 FPS, MIN. TRAVEL TIME= 0.7 MIN AVG. VELOCITY= 0.9 FPS, AVG. TRAVEL TIME-- 1.8 MIN PEAK DEPTH= 0.18' @ 12.65 MS CAPACITY AT BANK FULL= 3.28 CFS INLET INVERT= 202.80', OUTLET INVERT= 202.30' 12.0" DIAMETER PIPE, N= 0.010 LENGTH= 100.0' SLOPE= 0.0050T PR-1 TYPEL724 I(Z 100-YR RAINFALL=660" PREPARED BY DEVELLIS ZREIN, INC. PAGE 6 HYDROCAD®7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 HYDROGRAPH FOR REACH DP-1: OUTLET TIME INFLOW STORAGE ELEVATION OUTFLOW (HOURS) (CFS) (CUBIC-FEET) (FEET) (CFS) 0.00 0.00 0 202.80 0.00 2.50 0.00 0 202.80 0.00 5.00 0.00 0 202.80 0.00 7.50 0.00 0 202.80 0.00 10.00 0.00 0 202.80 0.00 12.50 0.23 9 20298 0.23 15.00 0.09 5 20292 0.10 17.50 0.00 0 202.80 0.00 20.00 0.00 0 202.80 0.00 22.50 0.00 0 202.80 0.00 25.00 0.00 0 202.80 0.00 27.50 0.00 0 202.80 0.00 30.00 0.00 0 202.80 0.00 32.50 0.00 0 202.80 0.00 35.00 0.00 0 202.80 0.00 37.50 0.00 0 202.80 0.00 40.00 0.00 0 202.80 0.00 42.50 0.00 0 202.80 0.00 45.00 0.00 0 202.80 0.00 47.50 0.00 0 202.80 0.00 50.00 0.00 0 202.80 0.00 52.50 0.00 0 202.80 0.00 55.00 0.00 0 202.80 0.00 5750 0.00 0 202.80 0.00 60.00 0.00 0 202.80 0.00 62.50 0.00 0 202.80 0.00 65.00 0.00 0 202.80 0.00 67.50 0.00 0 202.80 0.00 70.00 0.00 0 202.80 0.00 PR-1 TYPE8724 M 1®0-YR R41MA X6.6®" PREPARED BY DEVELLIS ZREIN, INC. PAGE 7 HYDROCAD®7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-DISCHARGE FOR REACH DP-1: OUTLET ELEVATION VELOCTFY DISCHARGE I LEVATION VELOCIFY DISCHARGE (FEET) (FT/SEC) (CFS) (FEET) (FT/SEC) (CFS) 202.80 0.0 0.00 203.32 4.2 1.75 202.81 0.4 0.00 203.33 4.3 1.81 202.82 0.6 0.00 203.34 4.3 1.86 202.83 0.8 0.01 203.35 4.3 1.92 202.84 0.9 0.01 203.36 4.4 1.97 202.85 1.1 0.02 203.37 4.4 2.03 202.86 1.2 0.02 203.38 4.4 2.09 202.87 1.3 0.03 203.39 4.4 2.14 202.88 1.5 0.04 203.40 4.5 2.20 202.89 1.6 0.05 203.41 4.5 2.26 202.90 1.7 0.07 203.42 4.5 2.31 202.91 1.8 0.08 203.43 4.5 2.37 202.92 1.9 0.10 203.44 4.6 2.42 202.93 2.0 0.12 203.45 4.6 2.48 202.94 2.1 0.14 203.46 4.6 2.53 202.95 2.2 0.16 203.47 4.6 2.59 202,96 2.2 0.18 203.48 4.6 2.64 202.97 2.3 0.21 203.49 4.7 2.69 202.98 2.4 0.23 203.50 4.7 2.74 202.99 2.5 0.26 203.51 4.7 2.79 203.00 2.6 0.29 203.52 4.7 2.84 203.01 2.6 0.32 203.53 4.7 2.89 203.02 2.7 0.35 203.54 4.7 2.94 203.03 2.8 0.38 203.55 4.7 2.99 203.04 2.9 0.41 203.56 4.7 3.03 203.05 2.9 0.45 203.57 4.7 3.08 203.06 3.0 0.48 203.58 4.7 3.12 203.07 3.1 0.52 203.59 4.8 3.16 203.08 3.1 0.56 203.60 4.8 3.20 203.09 3,2 0.60 203.61 4.8 3.24 203.10 3.2 0.64 203.62 4.8 3.28 203.11 3.3 0.68 203.63 4.8 3.31 203.12 3.4 033 203.64 4.7 3.34 203.13 3.4 0.77 203.65 4.7 3.37 203.14 3.5 0.82 203.66 4.7 3.40 203.15 3.5 0.86 203.67 4.7 3.43 203.16 3.6 0.91 203.68 4.7 3.45 203.17 3.6 0.96 203.69 4.7 3.47 203.18 3.7 1.00 203.70 4.7 3.49 203.19 3.7 1.05 203.71 4,7 3.50 203.20 3.8 1.10 203.72 4.6 3.52 203.21 3.8 1.15 203.73 4.6 3.52 20122 3.9 1.21 203.74 4.6 3.52 203.23 3.9 1.26 203.75 4.6 3.52 203.24 3.9 1.31 203.76 4.5 3.51 203.25 4.0 1.36 203.77 4.5 3.49 203.26 4.0 1.42 203.78 4.4 3.46 203.27 4.1 1.47 203.79 4.4 3.41 203.28 4.1 1.53 203.80 4.2 3.28 203.29 4.1 L58 203.30 4.2 1.64 203.31 4.2 1.69 PR-1 TYPE RT 24 TM 100-Y1Z RA \TALL-6.60" PREPARED BY DEVELLIS ZREIN, INC. PAGE 8 HYDROCAD®7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-AREA-STORAGE FOR REACH DP-1: OUTLET ELEVATION STORAGE HLEVATION STORAGE (FEET) (CUBIC-FEET) (FEET) (CUBIC-FEET) 202.80 0 203.32 41 202.81 0 203.33 42 202.82 0 203.34 43 202.83 1 203.35 44 202.84 1 203.36 45 202.85 1 203.37 46 202.86 2 203.38 47 202.87 2 203.39 48 202.88 3 203.40 49 202.89 4 203.41 50 202.90 4 203.42 51 202.91 5 203.43 52 202.92 5 203.44 53 202.93 6 203.45 54 202.94 7 203.46 55 202.95 7 203.47 56 202.96 8 203.48 57 202.97 9 203.49 58 202.98 10 203.50 59 202.99 10 203.51 60 203.00 11 203.52 61 203.01 12 203.53 61 203.02 13 203.54 62 203.03 14 203.55 63 203.04 14 203.56 64 203.05 15 203.57 65 203.06 16 203.58 66 203.07 17 203.59 67 203.08 18 203.60 67 203.09 19 203.61 68 203.10 20 203.62 69 203M 21 203.63 70 203.12 22 203.64 70 203.13 23 203.65 71 203.14 24 203.66 72 203.15 24 203.67 73 203.16 25 203.68 73 203.17 26 203.69 74 203.18 27 203.70 74 203.19 28 203.71 75 203.20 29 203.72 76 203.21 30 203.73 76 203.22 31 203.74 77 203.23 32 203.75 77 203.24 33 203.76 77 203.25 34 203.77 78 203.26 35 20178 78 203.27 36 203.79 78 203.28 37 203.80 79 203.29 38 203.30 39 203.31 40 PR-1 TYPE III24 M 100-YR RA ALL--660" PREPARED BY DEVELLIS ZREIN, INC. PAGE 9 HYDROCADO 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 POND 1P: UNDERGROUND STORAGE INFLOW AREA = 5.667 AC, INFLOW DEPTH= 4.43" FOR 100-YR EVENT INFLOW = 28.55 CFS @ 12.09 FIRS, VOLUME= 2.094 AF OUTFLOW = 3.97 CFS @ 12.64 HRS, VOLUME= 2.094 AF, ATTEN= 86%, LAG= 32.9 MIN DISCARDED = 3.74 CFS @ 11.70 FIRS, VOLUME= 2.045 AF PRIMARY = 0.23 CFS @ 12.64 HRS, VOLUME= 0.049 AF ROUTING BY STOR-IND METHOD, TIME SPAN= 0.00-72.00 HRS, DT= 0.05 HRS / 2 PEAK ELEV= 206.88' @ 12.64 IIRS SURF.AREA= 158,400 SF STORAGE= 29,542 CF PLUG-FLOW DETENTION TIME= 53.2 MIN CALCULATED FOR 2.093 AF (100% OF INFLOW) CENTER-OF-MASS DET. TIN 4E= 53.2 MIN ( 861.0 - 807.8 ) VOLUME INVERT AVAILSTORAGE STORAGE DESCRIPTION #1 206.41' 74,131 CF CUSTOM STAGE DATA (PRISMATIC) LISTED BELOW ELEVATION SURF.AREA VOIDS INC.STORE CUM.STORE (FEET) (SCE-FT) (%) (CUBIC-FEET) (CUBIC-FEET) 206.41 158,400 40.0 0 0 207.00 158,400 40.0 37,382 37,382 207.58 158,400 40.0 36,749 74,131 DEVICE ROUTING INVERT OUTLET DEVICES #1 PRIMARY 206.41' 4.0" VERT. ORIFICE/GRATE C= 0.600 #2 PRIMARY 206.91' 90.0 DEG X 4.0' LONG SHARP-CRESTED VEE/TRAP WEIR C= 2.50 0.50' RISE #3 DISCARDED 0.00' 1.020 IN/HR EXFILTRATION OVER SURFACE AREA DISCARDED OUTFLOW MAX=3.74 CFS @ 11.70 HRS HW=206.42' (FREE DISCHARGE) t--3=ExFrLTRATI0N (EXFILTRATION CONTROLS 3.74 CFS) PRIMARY OUTFLOW MAX=0.23 CFS @ 12.64 HRS HW=206.88' (FREE DISCHARGE) T1=ORIFICE/GRATE (ORIFICE CONTROLS 0.23 CFS @ 2.6 FPS) 2=SIIARP-CRESTED VEE/TRAP WEIR ( CONTROLS 0.00 CFS) PR-1 TYPE L(124 TM 1®®-YIR RAIATALL-660" PREPARED BY DEVELLIS ZREIN, INC. PAGE 10 HYDROCAD® 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 HYDROGRAPH FOR POND 1P: UNDERGROUND STORAGE TIME INFLOW STORAGE ELEVATION OUTFLOW DISCARDED PRIMARY (HOURS) (CFS) (CUBIC-FEET) (FEET) (CFS) (CFS) (CFS) 0.00 0.00 0 206.41 0.00 0.00 0.00 2.50 0.00 0 206.41 0.00 0.00 0.00 5.00 0.00 0 206.41 0.00 0.00 0.00 7.50 0.12 23 206.41 0.12 0.12 0.00 10.00 0.77 148 206.41 0.75 0.75 0.00 12.50 6.55 29,047 206.87 397 3.74 0.23 15.00 1.31 13,526 206.62 3.83 3.74 0.09 17.50 0.65 131 206.41 0.66 0.66 0.00 20.00 0.45 91 206.41 0.46 0.46 0.00 22.50 0.36 71 206.41 0.36 0.36 0.00 25.00 0.00 0 206.41 0.00 0.00 0.00 27.50 0.00 0 206.41 0.00 0.00 0.00 30.00 0.00 0 206.41 0.00 0.00 0.00 32.50 0.00 0 206.41 0.00 0.00 0.00 35.00 0.00 0 206.41 0.00 0.00 0.00 37.50 0.00 0 206.41 0.00 0.00 0.00 40.00 0.00 0 206.41 0.00 0.00 0.00 42.50 0.00 0 206.41 0.00 0.00 0.00 45.00 0.00 0 206.41 0.00 0.00 0.00 47.50 0.00 0 206.41 0.00 0.00 0.00 50.00 0.00 0 206.41 0.00 0.00 0.00 52.50 0.00 0 206.41 0.00 0.00 0.00 55.00 0.00 0 206.41 0.00 0.00 0.00 57.50 0.00 0 206.41 0.00 0.00 0.00 60.00 0.00 0 206.41 0.00 0.00 0.00 62.50 0.00 0 206.41 0.00 0.00 0.00 65.00 0.00 0 206.41 0.00 0.00 0.00 67.50 0.00 0 206.41 0.00 0.00 0.00 70.00 0.00 0 206.41 0.00 0.00 0.00 PR-1 TYPE lZ124 IUZ 100-YR RAIIVFALL=660" PREPARED BY DEVELLIS ZREIN INC. PAGE II HYDROCAD® 7.10 S/N 002318 0 2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-DISCHARGE FOR POND IP: UNDERGROUND STORAGE ELEVATION DISCHARGE DISCARDED PRIMARY ILEVATION DISCHARGE DISCARDED PRIMARY WEE'T) (CFS) (CFS) (CFS) (FEET) (CFS) (CFS) (CFS) 206.41 0.00 0.00 0.00 207.45 9.50 3.74 5.76 206.43 3.74 3.74 0.00 207.47 9.73 3.74 5.99 206.45 3.74 3.74 0.00 207.49 9.95 3.74 6.21 206.47 3.75 3.74 0.01 207.51 10.15 3.74 6.41 206.49 3.76 3.74 0.02 207.53 10.35 3.74 6.61 206.51 3.76 3.74 0.02 207.55 10.54 3.74 6.80 206.53 3.77 3.74 0.03 207.57 10.72 3.74 698 206.55 3.78 3.74 0.04 206.57 3.80 3.74 0.06 206.59 3.81 3.74 0.07 206.61 3.82 3.74 0.08 206.63 3.84 3.74 0.10 206.65 3.85 3.74 0.11 206.67 3.87 3.74 0.13 206.69 3.88 3.74 0.14 206.71 3.89 3.74 0.15 206.73 3.91 3.74 0.17 206.75 3.91 3.74 0.17 206.77 3.92 3.74 0.18 206.79 3.93 3.74 0.19 206.81 3.94 3.74 0.20 206.83 3.95 3.74 0.21 206.85 3.96 3.74 0.22 206.87 3.97 3.74 0.23 206.89 3.98 3.74 0.24 206.91 3.98 3.74 0.24 206.93 4.03 3.74 0.29 206.95 4.10 3.74 0.36 206.97 4.19 3.74 0.45 206.99 4.30 3.74 0.56 207.01 4.42 3.74 0.68 207.03 4.55 3.74 0.81 207.05 4.70 3.74 0.96 207.07 4.86 3.74 1.12 207.09 5.03 3.74 1.29 207.11 5.21 3.74 1.47 207.13 5.40 3.74 1.66 207.15 5.60 3.74 1.86 207.17 5.81 3.74 2.07 207.19 6.02 3.74 2.28 207.21 6.25 3.74 2.51 207.23 6.49 3.74 2.75 207.25 6.73 3.74 2.99 207.27 6.98 3.74 3.24 207.29 7.25 3.74 351 207.31 7.52 3.74 3.78 207.33 7.79 3.74 4.05 207.35 8.08 3.74 4.34 207.37 8.37 3.74 463 207.39 8.67 3.74 4.93 207.41 8.98 3.74 5.24 207.43 9.26 3.74 5.52 PR-1 TYPE 11124-L(l? J00-YR RAINFALL-660" PREPARED BY DEVELLIS ZREIN, INC. PAGE 12 HYDROCADO 7.10 S/N 002318 ©2005 HYDROCAD SOFTWARE SOLUTIONS LLC 8/24/2009 STAGE-AREA-STORAGE FOR POND 1P: UNDERGROUND STORAGE ELEVATION SURFACE STORAGE ILEVATION SURFACE STORAGE (FEET) (SO-FT) (CUBIC-FEET) (FEET) (SO-FT) (CUBIC-FEET) 206.41 158,400 0 207.45 158,400 65,894 206.43 158,400 1,267 207.47 158,400 67,162 206.45 158,400 2,534 207.49 158,400 68,429 206.47 158,400 3,802 207.51 158,400 69,696 206.49 158,400 5,069 207.53 158,400 70,963 206.51 158,400 6,336 207.55 158,400 72,230 206.53 158,400 7,603 207.57 158,400 73,498 206.55 158,400 8,870 206.57 158,400 10,138 206.59 158,400 11,405 206.61 158,400 12,672 206.63 158,400 13,939 206.65 158,400 15,206 206.67 158,400 16,474 206.69 158,400 17,741 206.71 158,400 19,008 206.73 158,400 20,275 206.75 158,400 21,542 206.77 158,400 22,810 206.79 158,400 24,077 206.81 158,400 25,344 206.83 158,400 26,611 206.85 158,400 27,878 206.87 158,400 29,146 206.89 158,400 30,413 206.91 158,400 31,680 206.93 158,400 32,947 206.95 158,400 34,214 206.97 158,400 35,482 206.99 158,400 36,749 207.01 158,400 38,016 207.03 158,400 39,283 207.05 158,400 40.550 207.07 158,400 41,818 207.09 158,400 43,085 207.11 158,400 44,352 207.13 158,400 45,619 207.15 158,400 46,886 207.17 158,400 48,154 207.19 158,400 49,421 207.21 158,400 50,688 207.23 158,400 51,955 207.25 158,400 53,222 207.27 158,400 54,490 207.29 158,400 55,757 207.31 158,400 57,024 207.33 158,400 58,291 207.35 158,400 59,558 207.37 158,400 60,826 207.39 158,400 62,093 207.41 158,400 63,360 207.43 158,400 64,627 DeVellis Zrein Inc. Appendix B Soil Information web aoit aurvey Page 1 of 2 suff-ILIF13-MOSS, Contact Us Download Soils Data Archived Soil Surveys !. Soil Survey Status Glossary Preferences Logout i Help IA VA Area of Interest(AOI) Soil Map Soil Data Explorer Shopping Cart(Free) View Soil Information By Use: All Uses iPrintable Versio !Add to-Slioppirig Cart Q Intro to Soils Suitabilities and Limitations for Use Soil Properties and Qualities Ecological Site Assessment Soil Reports 0 Search Map—Hydrologic Soil Group J' Clear {$earctt Q rn f�l'iini�ilOt 1 Al '�I Scale (not to scale). Basic Search Enter keywords hydrologic group uiaedooi Advanced Search ;Clear i5eacch "hydrologic group":9 matches. • Area of Interest No match. • Soil Map - - No match. • Soil Data Explorer 9 matches a 070002 :. No match. t B Intro to Soils No match. •Suitabilities and Limitations for Use N '.. t No match. •Soil Properties and Qualities 3 matches I B Matched the Rating name 1 match .. � [91 Soil Qualities and Features:Hydrologic Soil Group Matched soil data used to generate i matcn ---- the Rating rE _ match *I See also - -_ group,hydrology,runoff - - - 0 Warning:Soil Ratings Map may not be valid at this scale. Properties and Qualities Ratings '\l have zoomed in beyond the scale at which the soil map for this area is intended to be used.ht p Q is done done at a particular scale.The soil surveys that comprise your AOI were mapped at 1:15,840.T OPen All ;Close All map units and the level of detail shown in the resulting soil map are dependent on that map scale. '! Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of ma M 0 C accuracy of soil line placement.The maps do not show the small areas of contrasting soils that cou Soil Chemical Properties shown at a more detailed scale. Q Soil Erosion Factors 0O J Soil Physical Properties Identify M 0 To identify a feature in a map layer at a specific point on the map: Soil Qualities and Features 1. Open the Legend control by clicking the Legend tab. 2. Click a map layer name in the Legend panel to make it the active layer.You cannot identify a layer AASHTO Group Classification(Surface) that is disabled because that layer does not appear at the current view scale.To identify a disabled layer,zoom in or out until it is visible. Depth to a Selected Soil Restrictive Layer 3. Click the map at the location of interest. 4. The point you identified is marked with the cursor. Depth to Any Soil Restrictive Layer 0 Drainage Class Tables—Hydrologic Soil Group—Summary By Map Unit Summary by Map Unit—Essex County,Massachusetts,Northern Part Frost Action Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Water 27.0 10.1 Frost-Free Days 6A Scarboro mucky fine sandy D 4.1 1.5 Hydrologic Soil Group loam,0 to 1 percent slopes View Description Viw e Rating 52A Freetown muck,0 to 1 percent D 3.2 1.2 --- slopes View Options 00 67B Leicester fine sandy loam,3 to C 18.2 6.8 Map r 8 percent slopes 70B Ridgebury fine sandy loam,3 to C 1-8 0.7% Table r 8 percent slopes Description of rl- 72A Whitman loam,0 to 3 percent D 5.9 2.2% Rating slopes Rating Options r 305C Paxton fine sandy loam,8 to 15 C 10.2 3.8% F Detailed Description percent slopes 305D Paxton fine sandy loam,15 to C 14.7 5.5% htLp://websoilsurvey.nres.tisda.gov/app/WebSoilSurvey.aspx 5/27/2009 vvcu 0011 oulvcy >_arc/. v1 Z. Advanced Options Q Q Paxton fine sandy loam,15 to Aggregation Dominant Condition 311D Woodbridge fine sandy loam,15 C 0.4 0.2% Method to 25 percent slopes,very stony 4058 Chariton fine sandy loam,3 to 8 B 3.2 1.2% Component Percent Cutoff percent slopes 405C Chariton fine sandy loam,8 to B 2.7 1.0% Tie-break Rule ;-3, Lower 15 percent slopes Higher 405D Charlton fine sandy loam,15 to B 7.9 3.0% 25 percent slopes ;Yew Description-�iYewaaati�g -4068 Chariton fine sandy loam,3 to 8 B 0.0 0.0% percent slopes,very stony Map Unit Name 4060 Charlton fine sandy loam,8 to B 8.1 3.0% 15 percent slopes,very stony Parent Material Name 406D Charlton fine sandy loam,15 to B 9.1 3.4 25 percent sio es v Representative Slope 10A Sutton fine sandy loam,0 to 3 B 42.2 �15.89%% Untried Soil Classification(Surface) percent slopes ©O 4108 Sutton fine sandy loam,3 to 8 B 32.2 12.1% Water Features percent slopes 410C Sutton fine sandy loam,8 to 15 B 62.6 23.4% percent slopes 4116 Sutton fine sandy loam,3 to 8 B 5.0 1.9 percent slopes,very stony 4110 Sutton fine sandy loam,8 to 15 B 1.1 0.4% percent slopes,very stony 602 Urban land 3.3 1.2 711C Charlton-Rock outcrop-Hollis B 2.7 1.0% complex,8 to 15 percent slopes 715B Ridgebury and Leicester fine C 1.4 0.5 sandy foams,3 to 8 percent slopes,extremely stony Totals for Area of Interest 266.9 100.0% Description-Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential.Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation,are thoroughly wet,and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A,B,C,and D)and three dual classes(A/D, B/D,and C/D).The groups are defined as follows: Group A.Soils having a high infiltration rate(low runoff potential)when thoroughly wet.These consist mainly of deep,well drained to excessively drained sands or gravelly sands.These soils have a high rate of water transmission. Group B.Soils having a moderate infiltration rate when thoroughly wet.These consist chiefly of moderately deep or deep,moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.These soils have a moderate rate of water transmission. Group C.Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D.Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet.These consist chiefly of clays that have a high shrink-swell potential,soils that have a high water table,soils that have a claypan or clay layer at or near the surface,and soils that are shallow over nearly impervious material.These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group(A/D,B/D,or CID),the first letter is for drained areas and the second is for undrained areas.Only the sails that in their natural condition are in group D are assigned to dual classes. 0 Rating Options-Hydrologic Soil Group Aggregation Method:Dominant Condition Component Percent Cutoff:None Specified Tie-break Rule:Lower FOIA I Accessibility Statement I Privacy Policy I Non-Discrimination Statement I Information Quality I USA.gov 1 White House http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx 5/27/2009 Table 2.3.3. 1982 Rawls Rates 18 Texture Class NRCS Hydrologic Soil Group Infiltration Rate (HSG) Inches/Hour Sand A 8.27 Loamy Sand A 2.41 Sandy Loam B 1.02 Loam B 0.52 Silt Loam C 0.27 -Sandy Clay Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 18 Rawls,Brakensiek and Saxton,1982 Volume 3:Documentine Comnliance with the Massachusetts Stormwater Chanter 1 Paee 22 DeVellis Zrein Inc. Appendix C Outlet Protection DEVELLIS ZREIN INC. Outlet Protection Land Planning.Civil Engineering Project: Brooks School Project#: 2G1S106 Location: North Andover Sheet: 1 of 1 Calculated by: IAZ Date: 7/10/2009 Checked by: Revised: Objective: To size the riprap apron at the Flared End Section to minimize erosion Methodology. Massachusetts Highway Department Standard Design Criteria: Outlet Pipe Diamater= 12" pipe 100 year'Q' = 2.65 cfs La= 1.7Q + 8 Do (see attached reference for symbols definitions) Do 3/2 Length Required: La = [1.7(2.65)/1] + 8 (1) La= 12.5' Use 13' Section F OUTLET PROTECTION (OP) U.S.Army Engineer'!Waterways Experiment Station. u, A. Determination of bleeds The need for conduit outlet protection shall be determined by comparing the allow- 0 able velocity for the soil to the velocity in the conduit, The allowable velocity for the soil shall be that given in a DEFINITION Table 6F-1.The velocity in the conduit shall be that T Structurally lined aprons or other acceptable energy dis- p P gY C which occurs during passage of the conduit design storm rn sipating devices placed between the outlets of pipes or or the 25-year frequency storm whichever is greater. paved channel sections and a stable downstream channel. r e When the velocity in the conduit exceeds the allowable Z PURPOSE velocity,for the soil,outlet protection I M11 be used. To prevent scour at stormwater outlets and to minimize n. Apron Dimensions the potential for downstream erosion by reducing the 1. The length of the apron,La,shall be determined from velocity of concentrated stormwater flows. the formula APPLICABILITY, La= 1.7 Q +U Do 's This measure applies to all storm drain outlets,road cul- Do verts,paved channel outlets,etc.discharging into natural Where Do is the maximum inside culvert width in or constructed channels,which in turn discharge into feet,Q is the pipe discharge in cfs for the conduit design existing streams or drainage systems. storm or the 25-year storm,whichever is greater. PLANNING CONSIDERATION 2.Where there is no well defined channel immediately downstream of the apron,the width,W,of the outlet end Analysis and appropriate treatment shall be done along of the apron shall be as follows: the entire length of the flow path from the end of the conduit,channel,or structure to the point of entry into an For tailwater elevation greater than or equal to the existing stream or publicly maintained drainage system. elevation of the center of the pipe,W=3 Do+0.4 La Where flow is excessive for the economical use of an apron,excavated stilling basins may be used.Acceptable .- designs for stilling basins may be found in the following sources: Allowable Velocities for Various Soils a. Hydraulic Design of Energy Dissipaters far Culverts and Channels,Hydraulic Engineering Circular No-14,US. 5OfL TEXTURE ALLOWABLE VELOCM (ft/sec) Department of Transportation,Federal Highway Admini- stration. Sand and sandy loam 2-5 Silt loam 3-0 f�. Hyrtrat�lic.Design of Stilling Basins and Energy Dis- sipators,Engineering Monograph No_25,U.S. Department Sandy clay loam 3.5 of the Interior,Bureau of Reclamation. Clay loam 4.0 (Both of the above are available from the U.S.Govern- Clay,fine gravel, ment Printing Office-) graded loam to gravel 5.0 Cobbles 5.5 DESIGN CRITERIA Shale 6.0 The design method described in this section is in accor- dance t%�th the Practical Guidance for Fstimatin.g and =merge Connecticut G-Iodctine:�/or Soil Ero sion aru'gcdnnert Control,Connertkut Councif'or Soil and;147tcr Conscn,allort.1_?S` Controlling Erosion at Culvert Outlets, Deport H 4-9, _—___ ___ _ CH'A PT E P-, ti i?. Strucnuml ivleasurt,- 6-52 For tailwater elevation less than the elevation of the INSTALLATION REQUIREMENTS ro center of the pipe,W=3 Do+La No bends or curves at the intersection of the conduit Where La is the length of apron determined from the and apron will be permitted. formula and Do is the culvert width. There shall be no overfall from the end of the apron to 0 The width of the apron at the culvert outlet shall be at the receiving channel. M least three times the culvert width. DESIGN EXAMPLE n 3. Where there is a well defined channel downstream of Given: Da=1.5 ft. the apron,the bottom width of the apron shall be at Q=14.5 cfs 0 least equal to the bottom width of the channel.The struc- V=0.7 ft, 01 tural lining shall extend at least one foot above the Find: La,W,and d-50 tailwater elevation but no lower than two-thirds of the vertical conduit dimension above the conduit invert. L a 1.72 +8 Do Do's' a, The side slopes shall be 2:1 or flatter. =1.704.5}+&(73) 5. The bottom grade shall be 0.0% (level). T57_- 6. There shall be no overfall at the end of the apron or at La =25.4 ft.,use 26 ft. the end of the culvert. c.Riprap W =3 Do±La (Since TW;0.5 Do) 1. The median stone diameter,d-50,in feet shall be =3(1-5)+26 determined from the formula, d-50 = 0.02 Q ,3 =30.5 ft.,use 31 ft. TW �Do �� d-50 = 0.02 Q 413 Where Q and Do are as defined under apron dimensions TW i Do and TW is tailwater depth above the invert of culvert in feet. = 0.02 (14.5 ai3 0.7 S 1.5 2. Fifty percent by weight of the riprap mixture shall be smaller than the median size stone designated as d-53. d 50 = 0.5B ft.,use 7 inches The largest stone size in the mixture shall be 1.5 times the d-50 size.The riprap shall be reasonably well graded. 3. The thickness or riprap lining,filter and quality shall rneet the requirements in the 1_Ziprap measure. 4. Concrete paving may be substituted for riprap. 5. Gabions or precast cellular blocks may be substituted for riprap if the d-50 size calculated above is less than or equal to the thickness of the gabions or concrete revet- -ment blocks. (-H rTTP Ctpj,t._IFal ,o a 0 U 7 LL Do '1 r� 3 Do �Yr 3 Lb L. l 1 15 1 t �2 1 � ; .d 1 1 E t 1 Ie { W = 3DO + 0 a 41 a W m 3DO + La -! (Tai lwater 0 5 DO) (Tailwater < 0,5 DG) Figure 5F-1 Configuration of Conduit Outlet Pn,tectien ttihere flrcre iS no Well defined channel dawnatrearn Source:Standards for Soil Erosion and.Sed ment Control in Ne,,v Jersey,New Jersey Soil Conservation Committee,1930 CHAPTER Sl,: S7uc-t7iralN-Icasurres G-6d 8u