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Drainage Report 2-16-12
Drainage Design Report for Meridian Main 1, Lot 1 Building 1 Carmel, Indiana Prepared for: Meridian 131, LLC 6100 West 96th Street Indianapolis, IN 46278 February 17, 2012 Certified By: 7 David A.'Lach, P.E. INDIANA PE 10000126 Crape Architects Engineers Solutions by Design Since 1937 3939 Priority Way South Drive, Suite 400 Indianapolis, Indiana 46240 Telephone 317 844 6777 Facsimile 317 706 6464 www.cripe. biz PIC: 060384 -20310 1.0 Introduction 2 1.1 Project Description 2 1.2 Scope of Report 2 1.3 Existing Conditions 2 2.0 Pre developed Conditions 3 2.1 Pre developed Site Conditions Allowable Release Rates 3 3.0 Post Developed Drainage Analysis 3 3.1 Post developed Basin Network 3 3.2 Storm Sewer Network 3 4.0 Comparison of Post Developed Peak Discharge and Allowable Release Rates 4 5.0 Water Quality Analysis 4 5.1 Post Construction Stormwater Quality Measures 4 6.0 Conclusions 4 TABLE OF CONTENTS APPENDICIES Appendix A Appendix B Appendix C Appendix D DRAINAGE DESIGN REPORT FOR MERIDIAN MAIN, LOT 1 BUILDING 1 Post Developed Drainage Analysis Storm Sewer Analysis and Calculations Water Quality Analysis Approved Drainage Design Report for 131st Street and US 31 Infrastructure 1.0 Introduction This drainage report outlines the storm water management system to serve Meridian Main, Lot 1 Building 1. The site is located in Phase I of the Meridian Main Office Park located east of US 31 and north of Main Street. The purpose of this report is to identify the impacts of the stormwater runoff from the proposed commercial development on the surrounding properties and existing storm sewer systems. The detention design for this site was developed as part of the master plan and was governed by the Hamilton County Stormwater Ordinance. The City of Carmel Stormwater Technical Standards Manual was used for the storm sewer hydraulic calculations and the water quality design. 1.1 Project Description The proposed project will consist of the construction of 13,000 commercial/ medical office building along with access drive, parking, landscaping, utilities and related features for construction. 1.2 Scope of Report This report summarizes the stormwater management system for the proposed development and the impacts to the proposed master plan. 1.3 Existing Conditions The proposed site is located within the Meridian Main Office Park on Lot 1. The site is located just west of the new St. Christopher's Episcopal Church on the previous St. Christopher's Episcopal Church site. The site is part of the Meridian Main master plan and drains to the stormwater infiltration /detention basins located to the northwest. The adjoining properties zoning consist of the following: North/West: Pennsylvania Way (Private Drive) and US31 Corridor Overlay /B6 South: US31 Corridor Overlay /B6 East: Church and Residential (Single Family) (OM /SU) The soils maps from the US Department of Agriculture, Soil Conservation Service identifies the proposed Lot 1, Building 1 site to consist of Crosby Silt loam (CrA). The Firm map panel number 18057CO207F dated February 19, 2003, indicate that the site lies in Flood Zone "X These areas are considered to be outside of the 500 year floodplain. O: \2006 \060384 \20310 \docs\ Engr \Reports \Dra inag e\ Report_Dra ina ge_2012- 02 -16. d oc 2 2.0 Pre developed Conditions 2.1 Pre developed Site Conditions Allowable Release Rates The allowable release rates have been determined as part of the master plan for the Meridian Main development. The infiltration /detention basins were set using the Hamilton County Stormwater Ordinance guidelines and the surveyor's office request via comment letter of 0.1 cfs /acre for 10 year and 0.3 cfs /acre for 100 year stormwater release rate. The area used to establish the allowable release rate was the watershed area associated with the J.R. Collins Regulated Drain. The outlet for this watershed is an existing culvert under US 31. Based on the 16.11 acres draining to this point, the allowable release rates were calculated to be 1.61 cfs and 4.83 cfs for the 10 -year and 100 -year respectively. See Appendix D for additional information. PondPack was used to analyze the multiple detention /infiltration basins on this site. The master planned network consists of three basins. These ponds were modeled as an inter connected pond network model that accounted for the head and tail water conditions. The watershed areas for each of the basins can be found in Appendix B of the approved Drainage Design Report for 131 Street and US 31 Infrastructure (Appendix D). The proposed construction at Building 1, Lot 1 is part of Onsite Pond1 basin. The master planned onsite ponds basin is approximately 10.86 acres with a curve number of 90.1. 3.0 Post Developed Drainage Analysis The post developed drainage analysis for the proposed construction consists of an enclosed storm sewer network and the impact on the existing detention /infiltration basins. 3.1 Post developed Basin Onsite Pond1 The proposed 13,000 sf building, parking lot, access drive, and landscaping result in a post developed onsite pondl basin that is approximately 10.82 acres with a curve number of 90.7. Note the minor decrease in size of Onsite Pond1 basin is due to previous construction of Lot 4. See Appendix A for additional information. 3.2 Storm Sewer Network Hydraflow Storm Sewers Extension for AutoCAD Civil 3D, v.8 is used to size all storm drainage pipes for the 10 -year storm event peak flows. Hydraflow utilizes a graphical pipe network containing pipe data, inlet characteristics, watershed areas, and rainfall information. These flow calculations are valid for both pressure and varied flow situations including hydraulic jumps, backwater O: \2006 \060384 \20310 \docs \Engr \Reports \Dra inage \Report_Dra ina ge_2012 -02 -1 6. doc 3 elevations, and draw down curves. These calculations are based on the rational method. Factors involved include runoff coefficient (C), time of concentration (Tc) and Area (A). (See calculations and the inlet basin exhibit in Appendix B). 4.0 Comparison of Post Developed Peak Discharge and Allowable Release Rates The following summary compares the total stormwater discharge from the detention /infiltration basins from the post developed site to the allowable release rates determined by the pre developed conditions. This table shows that the total release from the site is less than the allowable release rate as dictated by the Hamilton County Drainage Ordinance as well as exceeds the previous approved stormwater master plan of overall area prepared by Schneider, which the allowable release rates were higher than current ordinance. (Refer to Appendix H of the approved Drainage Design Report for 131 Street and US 31 Infrastructure located in Appendix D). 5.0 Water Quality Analysis 5.1 Post Construction Stormwater Quality Measures The Stormwater quality treatment system for this project consists a treatment train of a mechanical BMP sized solely for the Building 1, Lot 1 site and the detention /infiltration basins which have been sized for the entire development. The detention /infiltration basins shall provide both water quality treatment and quantity performance (detention) based on the entire developments contributing watershed. This system complies with the design criteria presented in the City of Carmel Stormwater Technical Standards Manual and the Hamilton County Drainage Ordinance. See Appendix C for additional information. 6.0 Conclusions The proposed storm drainage system complies with the criteria stated in the City of Carmel Stormwater Technical Standards Manual and the Hamilton County Drainage Ordinance for detention, water quality and storm water sewer sizing. O: \2006 \060384 \20310 \docs\ Engr \Reports \Dra inag e\ Report_Dra ina ge_2012- 02 -16. d oc 4 Allowable Release Rate From Master Plan Proposed Release Rate (cfs) Site 10 -year 1.61 1.31 Site 100 -year 4.83 4.28 elevations, and draw down curves. These calculations are based on the rational method. Factors involved include runoff coefficient (C), time of concentration (Tc) and Area (A). (See calculations and the inlet basin exhibit in Appendix B). 4.0 Comparison of Post Developed Peak Discharge and Allowable Release Rates The following summary compares the total stormwater discharge from the detention /infiltration basins from the post developed site to the allowable release rates determined by the pre developed conditions. This table shows that the total release from the site is less than the allowable release rate as dictated by the Hamilton County Drainage Ordinance as well as exceeds the previous approved stormwater master plan of overall area prepared by Schneider, which the allowable release rates were higher than current ordinance. (Refer to Appendix H of the approved Drainage Design Report for 131 Street and US 31 Infrastructure located in Appendix D). 5.0 Water Quality Analysis 5.1 Post Construction Stormwater Quality Measures The Stormwater quality treatment system for this project consists a treatment train of a mechanical BMP sized solely for the Building 1, Lot 1 site and the detention /infiltration basins which have been sized for the entire development. The detention /infiltration basins shall provide both water quality treatment and quantity performance (detention) based on the entire developments contributing watershed. This system complies with the design criteria presented in the City of Carmel Stormwater Technical Standards Manual and the Hamilton County Drainage Ordinance. See Appendix C for additional information. 6.0 Conclusions The proposed storm drainage system complies with the criteria stated in the City of Carmel Stormwater Technical Standards Manual and the Hamilton County Drainage Ordinance for detention, water quality and storm water sewer sizing. O: \2006 \060384 \20310 \docs\ Engr \Reports \Dra inag e\ Report_Dra ina ge_2012- 02 -16. d oc 4 Appendix A Post-Developed Drainage 5 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-16.doc FEMA MAP 6 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-16.doc SOILS INFORMATION 1 OF 3 7 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-16.doc SOILS INFORMATION 2 OF 3 8 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-16.doc SOILS INFORMATION 3 OF 3 9 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-16.doc ZONING 10 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-16.doc BASINSLOT 1, BUILDING 1 STORM GRAND BLVD. BASINSLOT 1, BUILDING 1 STORM GRAND BLVD. Job File: O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Rain Dir: O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ ========================== JOB TITLE ========================== Project Date: 2/15/2012 Project Engineer: S. Farny Updated J. Lasch Project Title: Meridian and Main Lot 1 Project Comments: 06038420310 Masterplan Revised to include Updates for Proposed Lot 1 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... Dev 10 Executive Summary (Nodes) .......... 2.01 Watershed....... Dev100 Executive Summary (Nodes) .......... 2.02 ****************** DESIGN STORMS SUMMARY ******************* Hamilton County Design Storms ...................... 3.01 Hamilton County Dev 10 Design Storms ...................... 3.02 ********************** RAINFALL DATA *********************** Hamilton County Dev 10 Synthetic Cumulative Depth ......... 4.01 Hamilton County Dev100 Synthetic Cumulative Depth ......... 4.02 ********************** TC CALCULATIONS ********************* OFFSITE CHURCH.. Tc Calcs ........................... 5.01 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Table of Contents ii Table of Contents (continued) OFFSITE R/W..... Tc Calcs ........................... 5.03 ONSITE_POND1.... Tc Calcs ........................... 5.05 ONSITE_POND2.... Tc Calcs ........................... 5.07 ONSITE_POND3.... Tc Calcs ........................... 5.09 ********************** CN CALCULATIONS ********************* OFFSITE CHURCH.. Runoff CN-Area ..................... 6.01 OFFSITE R/W..... Runoff CN-Area ..................... 6.02 ONSITE_POND1.... Runoff CN-Area ..................... 6.03 ONSITE_POND2.... Runoff CN-Area ..................... 6.04 ONSITE_POND3.... Runoff CN-Area ..................... 6.05 ******************** RUNOFF HYDROGRAPHS ******************** OFFSITE CHURCH.. Dev 10 Unit Hyd. Summary .................. 7.01 OFFSITE CHURCH.. Dev100 Unit Hyd. Summary .................. 7.02 OFFSITE R/W..... Dev 10 Unit Hyd. Summary .................. 7.03 OFFSITE R/W..... Dev100 Unit Hyd. Summary .................. 7.04 ONSITE_POND1.... Dev 10 Unit Hyd. Summary .................. 7.05 ONSITE_POND1.... Dev100 Unit Hyd. Summary .................. 7.06 ONSITE_POND2.... Dev 10 Unit Hyd. Summary .................. 7.07 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Table of Contents iii Table of Contents (continued) ONSITE_POND2.... Dev100 Unit Hyd. Summary .................. 7.08 ONSITE_POND3.... Dev 10 Unit Hyd. Summary .................. 7.09 ONSITE_POND3.... Dev100 Unit Hyd. Summary .................. 7.10 *********************** POND VOLUMES *********************** POND_NO. 2...... Vol: Elev-Area ..................... 8.01 POND_NO.1....... Vol: Elev-Area ..................... 8.02 POND_NO.3....... Vol: Elev-Area ..................... 8.03 ******************** OUTLET STRUCTURES ********************* CENTSOUTHCONNECT E-Q-TW Series ...................... 9.01 E-Q-TW Series ...................... 9.05 NorthCentConnect Outlet Input Data .................. 9.09 Pondout......... Outlet Input Data .................. 9.12 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW MASTER DESIGN STORM SUMMARY Network Storm Collection: Hamilton County Total Depth Rainfall Return Event in Type RNF ID ------------ ------ ---------------- ---------------- Dev 10 3.8300 Synthetic Curve Hamilton County Dev100 6.4600 Synthetic Curve Hamilton County ------------------------------- ICPM CALCULATION TOLERANCES ------------------------------- Target Convergence= .000 cfs +/- Max. Iterations = 35 loops ICPM Time Step = .0500 hrs Output Time Step = .0500 hrs ICPM Ending Time = 25.6000 hrs ------------------------------- MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- -------- -------- ------------ *HAMILTON XING JCT 10 1.233 14.5000 1.31 *HAMILTON XING JCT 100 3.632 14.3500 4.28 OFFSITE CHURCH AREA 10 .100 12.2000 .42 OFFSITE CHURCH AREA 100 .202 12.2000 .85 OFFSITE R/W AREA 10 .339 12.0000 1.65 OFFSITE R/W AREA 100 .618 11.9500 2.87 ONSITE_POND1 AREA 10 2.574 12.0000 13.09 ONSITE_POND1 AREA 100 4.877 12.0000 23.52 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW ------------------------------- ICPM CALCULATION TOLERANCES ------------------------------- Target Convergence= .000 cfs +/- Max. Iterations = 35 loops ICPM Time Step = .0500 hrs Output Time Step = .0500 hrs ICPM Ending Time = 25.6000 hrs ------------------------------- MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- -------- -------- ------------ ONSITE_POND2 AREA 10 .704 12.0000 3.53 ONSITE_POND2 AREA 100 1.316 12.0000 6.27 ONSITE_POND3 AREA 10 1.684 12.0000 8.44 ONSITE_POND3 AREA 100 3.148 12.0000 15.01 POND_NO. 2 POND 10 1.124 12.0000 3.92 POND_NO. 2 POND 100 2.632 12.0000 7.51 POND_NO. 2 OUT POND 10 .618 12.1000 2.14 869.38 .311 POND_NO. 2 OUT POND 10 .000 .0000 .00 (-Q) POND_NO. 2 OUT POND 100 1.715 11.6000 3.69 871.05 .781 POND_NO. 2 OUT POND 100 -.006 12.1500 -.55 (-Q) POND_NO.1 POND 10 3.632 12.0000 16.96 POND_NO.1 POND 100 7.405 11.6000 29.99 POND_NO.1 OUT POND 10 1.233 14.5000 1.31 869.31 1.903 POND_NO.1 OUT POND 100 3.632 14.3500 4.28 871.02 3.361 POND_NO.3 IN POND 10 1.684 12.0000 8.44 POND_NO.3 IN POND 100 3.148 12.0000 15.01 POND_NO.3 OUT POND 10 .420 13.4000 .82 875.02 .956 POND_NO.3 OUT POND 100 1.353 13.4000 1.46 876.66 1.850 Peak Release Rate for Pond No.1 10-yr = 1.31 cfs < 1.61 cfs allowable 100-yr = 4.28 cfs < 4.83 cfs allowable Max. 100-yr wsel = 871.02' < spillway elevation of 871.36' S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev 10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Hamilton County Storm Tag Name = Dev 10 -------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 10 yr Total Rainfall Depth= 3.8300 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs ------------------------------- ICPM CALCULATION TOLERANCES ------------------------------- Target Convergence= .000 cfs +/- Max. Iterations = 35 loops ICPM Time Step = .0500 hrs Output Time Step = .0500 hrs ICPM Ending Time = 25.6000 hrs ------------------------------- HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------- ---- ---------- -- --------- -------- --------- Outfall HAMILTON XING JCT 1.233 14.5000 1.31 OFFSITE CHURCH AREA .100 12.2000 .42 OFFSITE R/W AREA .339 12.0000 1.65 ONSITE_POND1 AREA 2.574 12.0000 13.09 ONSITE_POND2 AREA .704 12.0000 3.53 ONSITE_POND3 AREA 1.684 12.0000 8.44 POND_NO. 2 POND 1.124 12.0000 3.92 POND_NO. 2 OUT POND .618 12.1000 2.14 869.38 POND_NO.1 POND 3.632 12.0000 16.96 POND_NO.1 OUT POND 1.233 14.5000 1.31 869.31 POND_NO.3 IN POND 1.684 12.0000 8.44 POND_NO.3 OUT POND .420 13.4000 .82 875.02 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Executive Summary (Nodes) Page 2.02 Name.... Watershed Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Hamilton County Storm Tag Name = Dev100 -------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 100 yr Total Rainfall Depth= 6.4600 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs ------------------------------- ICPM CALCULATION TOLERANCES ------------------------------- Target Convergence= .000 cfs +/- Max. Iterations = 35 loops ICPM Time Step = .0500 hrs Output Time Step = .0500 hrs ICPM Ending Time = 25.6000 hrs ------------------------------- HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------- ---- ---------- -- --------- -------- --------- Outfall HAMILTON XING JCT 3.632 14.3500 4.28 OFFSITE CHURCH AREA .202 12.2000 .85 OFFSITE R/W AREA .618 11.9500 2.87 ONSITE_POND1 AREA 4.877 12.0000 23.52 ONSITE_POND2 AREA 1.316 12.0000 6.27 ONSITE_POND3 AREA 3.148 12.0000 15.01 POND_NO. 2 POND 2.632 12.0000 7.51 POND_NO. 2 OUT POND 1.715 11.6000 3.69 871.05 POND_NO. 2 OUT POND -.006 12.1500 -.55 (-Q) POND_NO.1 POND 7.405 11.6000 29.99 POND_NO.1 OUT POND 3.632 14.3500 4.28 871.02 POND_NO.3 IN POND 3.148 12.0000 15.01 POND_NO.3 OUT POND 1.353 13.4000 1.46 876.66 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Design Storms Page 3.01 Name.... Hamilton County File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Title... Project Date: 2/15/2012 Project Engineer: S. Farny Updated J. Lasch Project Title: Meridian and Main Lot 1 Project Comments: 06038420310 Masterplan Revised to include Updates for Proposed Lot 1 DESIGN STORMS SUMMARY Design Storm File,ID = Hamilton County Storm Tag Name = Dev 10 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 10 yr Total Rainfall Depth= 3.8300 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 100 yr Total Rainfall Depth= 6.4600 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Design Storms Page 3.02 Name.... Hamilton County Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Storm... Hamilton County Tag: Dev 10 DESIGN STORMS SUMMARY Design Storm File,ID = Hamilton County Storm Tag Name = Dev 10 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 10 yr Total Rainfall Depth= 3.8300 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 100 yr Total Rainfall Depth= 6.4600 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Synthetic Cumulative Depth Page 4.01 Name.... Hamilton County Tag: Dev 10 Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Storm... Hamilton County Tag: Dev 10 CUMULATIVE RAINFALL DEPTHS (in) Time | Output Time increment = 1.2000 hrs hrs | Time on left represents time for first value in each row. ---------|-------------------------------------------------------------- .0000 | .0000 .0383 .1149 .1532 .2298 6.0000 | .3064 .3830 .4979 .6511 .8426 12.0000 | 2.4512 2.9874 3.2172 3.3321 3.4470 18.0000 | 3.5236 3.6002 3.6768 3.7534 3.7917 24.0000 | 3.8300 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Synthetic Cumulative Depth Page 4.02 Name.... Hamilton County Tag: Dev100 Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Storm... Hamilton County Tag: Dev100 CUMULATIVE RAINFALL DEPTHS (in) Time | Output Time increment = 1.2000 hrs hrs | Time on left represents time for first value in each row. ---------|-------------------------------------------------------------- .0000 | .0000 .0646 .1938 .2584 .3876 6.0000 | .5168 .6460 .8398 1.0982 1.4212 12.0000 | 4.1344 5.0388 5.4264 5.6202 5.8140 18.0000 | 5.9432 6.0724 6.2016 6.3308 6.3954 24.0000 | 6.4600 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.01 Name.... OFFSITE CHURCH File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1670 hrs ------------------------------------------------------------------------ Segment #2: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 300.00 ft 2yr, 24hr P 2.6600 in Slope .010000 ft/ft Avg.Velocity .10 ft/sec Segment #2 Time: .8289 hrs ------------------------------------------------------------------------ ========================= Total Tc: .9959 hrs ========================= S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.02 Name.... OFFSITE CHURCH File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration ==== SCS TR-55 Sheet Flow ============================================== Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.03 Name.... OFFSITE R/W File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1670 hrs ------------------------------------------------------------------------ ========================= Total Tc: .1670 hrs ========================= S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.04 Name.... OFFSITE R/W File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.05 Name.... ONSITE_POND1 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1670 hrs ------------------------------------------------------------------------ ========================= Total Tc: .1670 hrs ========================= S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.06 Name.... ONSITE_POND1 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.07 Name.... ONSITE_POND2 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1670 hrs ------------------------------------------------------------------------ ========================= Total Tc: .1670 hrs ========================= S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.08 Name.... ONSITE_POND2 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.09 Name.... ONSITE_POND3 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1670 hrs ------------------------------------------------------------------------ ========================= Total Tc: .1670 hrs ========================= S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Tc Calcs Page 5.10 Name.... ONSITE_POND3 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Runoff CN-Area Page 6.01 Name.... OFFSITE CHURCH File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ impervious 98 .180 98.00 grass 80 .320 80.00 COMPOSITE AREA & WEIGHTED CN ---> .500 86.48 (86) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Runoff CN-Area Page 6.02 Name.... OFFSITE R/W File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Impervious 98 .970 98.00 Grass 80 .320 80.00 COMPOSITE AREA & WEIGHTED CN ---> 1.290 93.53 (94) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Runoff CN-Area Page 6.03 Name.... ONSITE_POND1 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ additional lot 80 1.520 80.00 impervious 98 6.440 98.00 grass 80 2.860 80.00 COMPOSITE AREA & WEIGHTED CN ---> 10.820 90.71 (91) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Runoff CN-Area Page 6.04 Name.... ONSITE_POND2 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ IMPERVIOUS 98 1.860 98.00 GRASS 80 1.000 80.00 COMPOSITE AREA & WEIGHTED CN ---> 2.860 91.71 (92) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Runoff CN-Area Page 6.05 Name.... ONSITE_POND3 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ impervious 98 4.450 98.00 grass 80 2.390 80.00 COMPOSITE AREA & WEIGHTED CN ---> 6.840 91.71 (92) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.01 Name.... OFFSITE CHURCH Tag: Dev 10 Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 3.8300 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - OFFSITE CHURCH Dev 10 Tc = .9959 hrs Drainage Area = .500 acres Runoff CN= 86 ============================================ Computational Time Increment = .13279 hrs Computed Peak Time = 12.2169 hrs Computed Peak Flow = .42 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2500 hrs Peak Flow, Interpolated Output = .42 cfs ============================================ DRAINAGE AREA ------------------- ID:OFFSITE CHURCH CN = 86 Area = .500 acres S = 1.6279 in 0.2S = .3256 in Cumulative Runoff ------------------- 2.3929 in .100 ac-ft HYG Volume... .100 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .99594 hrs (ID: OFFSITE CHURCH) Computational Incr, Tm = .13279 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = .57 cfs Unit peak time Tp = .66396 hrs Unit receding limb, Tr = 2.65584 hrs Total unit time, Tb = 3.31980 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.02 Name.... OFFSITE CHURCH Tag: Dev100 Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 6.4600 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - OFFSITE CHURCH Dev100 Tc = .9959 hrs Drainage Area = .500 acres Runoff CN= 86 ============================================ Computational Time Increment = .13279 hrs Computed Peak Time = 12.2169 hrs Computed Peak Flow = .86 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output = .85 cfs ============================================ DRAINAGE AREA ------------------- ID:OFFSITE CHURCH CN = 86 Area = .500 acres S = 1.6279 in 0.2S = .3256 in Cumulative Runoff ------------------- 4.8479 in .202 ac-ft HYG Volume... .202 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .99594 hrs (ID: OFFSITE CHURCH) Computational Incr, Tm = .13279 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = .57 cfs Unit peak time Tp = .66396 hrs Unit receding limb, Tr = 2.65584 hrs Total unit time, Tb = 3.31980 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.03 Name.... OFFSITE R/W Tag: Dev 10 Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 3.8300 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - OFFSITE R/W Dev 10 Tc = .1670 hrs Drainage Area = 1.290 acres Runoff CN= 94 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 1.65 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 1.65 cfs ============================================ DRAINAGE AREA ------------------- ID:OFFSITE R/W CN = 94 Area = 1.290 acres S = .6383 in 0.2S = .1277 in Cumulative Runoff ------------------- 3.1579 in .339 ac-ft HYG Volume... .339 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: OFFSITE R/W) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 8.75 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.04 Name.... OFFSITE R/W Tag: Dev100 Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 6.4600 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - OFFSITE R/W Dev100 Tc = .1670 hrs Drainage Area = 1.290 acres Runoff CN= 94 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 11.9795 hrs Computed Peak Flow = 2.88 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 2.88 cfs ============================================ DRAINAGE AREA ------------------- ID:OFFSITE R/W CN = 94 Area = 1.290 acres S = .6383 in 0.2S = .1277 in Cumulative Runoff ------------------- 5.7525 in .618 ac-ft HYG Volume... .618 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: OFFSITE R/W) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 8.75 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.05 Name.... ONSITE_POND1 Tag: Dev 10 Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 3.8300 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - ONSITE_POND1 Dev 10 Tc = .1670 hrs Drainage Area = 10.820 acres Runoff CN= 91 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 13.09 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 13.09 cfs ============================================ DRAINAGE AREA ------------------- ID:ONSITE_POND1 CN = 91 Area = 10.820 acres S = .9890 in 0.2S = .1978 in Cumulative Runoff ------------------- 2.8549 in 2.574 ac-ft HYG Volume... 2.574 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: ONSITE_POND1) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 73.41 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.06 Name.... ONSITE_POND1 Tag: Dev100 Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 6.4600 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - ONSITE_POND1 Dev100 Tc = .1670 hrs Drainage Area = 10.820 acres Runoff CN= 91 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 23.52 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 23.52 cfs ============================================ DRAINAGE AREA ------------------- ID:ONSITE_POND1 CN = 91 Area = 10.820 acres S = .9890 in 0.2S = .1978 in Cumulative Runoff ------------------- 5.4081 in 4.876 ac-ft HYG Volume... 4.877 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: ONSITE_POND1) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 73.41 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.07 Name.... ONSITE_POND2 Tag: Dev 10 Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 3.8300 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - ONSITE_POND2 Dev 10 Tc = .1670 hrs Drainage Area = 2.860 acres Runoff CN= 92 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 3.53 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 3.53 cfs ============================================ DRAINAGE AREA ------------------- ID:ONSITE_POND2 CN = 92 Area = 2.860 acres S = .8696 in 0.2S = .1739 in Cumulative Runoff ------------------- 2.9536 in .704 ac-ft HYG Volume... .704 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: ONSITE_POND2) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 19.40 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.08 Name.... ONSITE_POND2 Tag: Dev100 Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 6.4600 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - ONSITE_POND2 Dev100 Tc = .1670 hrs Drainage Area = 2.860 acres Runoff CN= 92 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 6.27 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 6.27 cfs ============================================ DRAINAGE AREA ------------------- ID:ONSITE_POND2 CN = 92 Area = 2.860 acres S = .8696 in 0.2S = .1739 in Cumulative Runoff ------------------- 5.5222 in 1.316 ac-ft HYG Volume... 1.316 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: ONSITE_POND2) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 19.40 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.09 Name.... ONSITE_POND3 Tag: Dev 10 Event: 10 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 3.8300 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - ONSITE_POND3 Dev 10 Tc = .1670 hrs Drainage Area = 6.840 acres Runoff CN= 92 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 8.44 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 8.44 cfs ============================================ DRAINAGE AREA ------------------- ID:ONSITE_POND3 CN = 92 Area = 6.840 acres S = .8696 in 0.2S = .1739 in Cumulative Runoff ------------------- 2.9536 in 1.684 ac-ft HYG Volume... 1.684 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: ONSITE_POND3) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 46.41 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Unit Hyd. Summary Page 7.10 Name.... ONSITE_POND3 Tag: Dev100 Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Storm... Hamilton County Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 6.4600 in Rain Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ Rain File -ID = - Hamilton County Unit Hyd Type = Default Curvilinear HYG Dir = O:\2006\060384\20310\calcs\Engr\Detention\Prelim\ HYG File - ID = work_pad.hyg - ONSITE_POND3 Dev100 Tc = .1670 hrs Drainage Area = 6.840 acres Runoff CN= 92 ============================================ Computational Time Increment = .02227 hrs Computed Peak Time = 12.0017 hrs Computed Peak Flow = 15.01 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 15.01 cfs ============================================ DRAINAGE AREA ------------------- ID:ONSITE_POND3 CN = 92 Area = 6.840 acres S = .8696 in 0.2S = .1739 in Cumulative Runoff ------------------- 5.5222 in 3.148 ac-ft HYG Volume... 3.148 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16700 hrs (ID: ONSITE_POND3) Computational Incr, Tm = .02227 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 46.41 cfs Unit peak time Tp = .11133 hrs Unit receding limb, Tr = .44533 hrs Total unit time, Tb = .55667 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Vol: Elev-Area Page 8.01 Name.... POND_NO. 2 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 867.50 ----- .0000 .0000 .000 .000 867.75 ----- .0835 .0835 .007 .007 868.00 ----- .1524 .3487 .029 .036 868.50 ----- .1822 .5012 .084 .120 869.00 ----- .2124 .5913 .099 .218 870.00 ----- .2736 .7271 .242 .460 871.00 ----- .3360 .9128 .304 .765 872.00 ----- .4000 1.1026 .368 1.132 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Area1,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Vol: Elev-Area Page 8.02 Name.... POND_NO.1 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 866.00 ----- .0000 .0000 .000 .000 866.50 ----- .4569 .4569 .076 .076 867.00 ----- .5746 1.5439 .257 .333 867.25 ----- .5966 1.7567 .146 .480 868.00 ----- .6629 1.8884 .472 .952 869.00 ----- .7525 2.1217 .707 1.659 870.00 ----- .8434 2.3926 .798 2.457 871.00 ----- .9357 2.6675 .889 3.346 872.00 ----- 1.0295 2.9467 .982 4.328 873.00 ----- 1.1000 3.1937 1.065 5.393 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Area1,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Vol: Elev-Area Page 8.03 Name.... POND_NO.3 File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 871.28 ----- .0000 .0000 .000 .000 872.00 ----- .1617 .1617 .039 .039 873.00 ----- .2500 .6128 .204 .243 874.00 ----- .3540 .9015 .300 .544 875.00 ----- .4575 1.2139 .405 .948 876.00 ----- .5624 1.5271 .509 1.457 877.00 ----- .6686 1.8442 .615 2.072 878.00 ----- .7636 2.1467 .716 2.788 879.00 ----- .8848 2.4704 .823 3.611 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Area1,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.01 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 866.00 866.50 867.00 867.10 867.50 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 .00 .00 .00 .00 .00 868.00 .00 .00 .00 .00 .00 868.50 .00 .00 .00 .00 .00 869.00 1.31 1.31 1.31 1.31 1.31 869.50 5.03 5.03 5.03 5.03 5.03 870.00 10.81 10.81 10.81 10.81 10.81 870.50 18.28 18.28 18.28 18.28 18.28 871.00 26.99 26.99 26.99 26.99 26.99 871.50 36.56 36.56 36.56 36.56 36.56 872.00 46.48 46.48 46.48 46.48 46.48 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.02 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 868.00 868.50 869.00 869.50 870.00 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 -.00 -.00 -1.34 -5.08 -10.75 868.00 .00 -.00 -1.34 -5.08 -10.75 868.50 .00 .00 -1.34 -5.08 -10.75 869.00 1.31 1.31 .00 -5.08 -10.75 869.50 5.03 5.03 5.03 .00 -10.75 870.00 10.81 10.81 10.81 10.81 .00 870.50 18.28 18.28 18.28 18.28 18.28 871.00 26.99 26.99 26.99 26.99 26.99 871.50 36.56 36.56 36.56 36.56 36.56 872.00 46.48 46.48 46.48 46.48 46.48 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.03 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 870.50 871.00 871.50 872.00 872.50 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 -17.55 -24.70 -31.81 -38.58 -44.97 868.00 -17.55 -24.70 -31.81 -38.58 -44.97 868.50 -17.55 -24.70 -31.81 -38.58 -44.97 869.00 -17.55 -24.70 -31.81 -38.58 -44.97 869.50 -17.55 -24.70 -31.81 -38.58 -44.97 870.00 -17.12 -24.70 -31.81 -38.58 -44.97 870.50 .00 -22.17 -31.45 -38.58 -44.97 871.00 26.76 .00 -25.42 -35.91 -43.92 871.50 36.56 28.63 .00 -26.70 -37.79 872.00 46.48 40.59 28.72 .00 -26.70 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.04 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 873.00 .00 .00 .00 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 -50.97 .00 .00 .00 868.00 -50.97 .00 .00 .00 868.50 -50.97 .00 .00 .00 869.00 -50.97 .00 .00 .00 869.50 -50.97 .00 .00 .00 870.00 -50.97 .00 .00 .00 870.50 -50.97 .00 .00 .00 871.00 -50.69 .00 .00 .00 871.50 -46.28 .00 .00 .00 872.00 -37.79 .00 .00 .00 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.05 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 866.00 866.50 867.00 867.10 867.50 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 .00 .00 .00 .00 .00 868.00 .00 .00 .00 .00 .00 868.50 .00 .00 .00 .00 .00 869.00 1.31 1.31 1.31 1.31 1.31 869.50 5.03 5.03 5.03 5.03 5.03 870.00 10.81 10.81 10.81 10.81 10.81 870.50 18.28 18.28 18.28 18.28 18.28 871.00 26.99 26.99 26.99 26.99 26.99 871.50 36.56 36.56 36.56 36.56 36.56 872.00 46.48 46.48 46.48 46.48 46.48 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.06 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 868.00 868.50 869.00 869.50 870.00 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 -.00 -.00 -1.34 -5.08 -10.75 868.00 .00 -.00 -1.34 -5.08 -10.75 868.50 .00 .00 -1.34 -5.08 -10.75 869.00 1.31 1.31 .00 -5.08 -10.75 869.50 5.03 5.03 5.03 .00 -10.75 870.00 10.81 10.81 10.81 10.81 .00 870.50 18.28 18.28 18.28 18.28 18.28 871.00 26.99 26.99 26.99 26.99 26.99 871.50 36.56 36.56 36.56 36.56 36.56 872.00 46.48 46.48 46.48 46.48 46.48 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.07 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 870.50 871.00 871.50 872.00 872.50 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 -17.55 -24.70 -31.81 -38.58 -44.97 868.00 -17.55 -24.70 -31.81 -38.58 -44.97 868.50 -17.55 -24.70 -31.81 -38.58 -44.97 869.00 -17.55 -24.70 -31.81 -38.58 -44.97 869.50 -17.55 -24.70 -31.81 -38.58 -44.97 870.00 -17.12 -24.70 -31.81 -38.58 -44.97 870.50 .00 -22.17 -31.45 -38.58 -44.97 871.00 26.76 .00 -25.42 -35.91 -43.92 871.50 36.56 28.63 .00 -26.70 -37.79 872.00 46.48 40.59 28.72 .00 -26.70 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... E-Q-TW Series Page 9.08 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW Elevation - Outflow - Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft 873.00 .00 .00 .00 HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs --------- --------- --------- --------- --------- --------- 867.50 -50.97 .00 .00 .00 868.00 -50.97 .00 .00 .00 868.50 -50.97 .00 .00 .00 869.00 -50.97 .00 .00 .00 869.50 -50.97 .00 .00 .00 870.00 -50.97 .00 .00 .00 870.50 -50.97 .00 .00 .00 871.00 -50.69 .00 .00 .00 871.50 -46.28 .00 .00 .00 872.00 -37.79 .00 .00 .00 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Outlet Input Data Page 9.09 Name.... NorthCentConnect File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 871.28 ft Increment = .50 ft Max. Elev.= 879.00 ft Spot Elevations, ft 879.00 ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ---- ------- --------- --------- Orifice-Circular 2 ---> 1 874.000 879.000 Culvert-Circular 1 ---> TW 869.250 879.000 TW SETUP, DS Channel S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Outlet Input Data Page 9.10 Name.... NorthCentConnect File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW OUTLET STRUCTURE INPUT DATA Structure ID = 2 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 874.00 ft Diameter = .5000 ft Orifice Coeff. = .600 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Outlet Input Data Page 9.11 Name.... NorthCentConnect File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW OUTLET STRUCTURE INPUT DATA Structure ID = 1 Structure Type = Culvert-Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 1.0000 ft Upstream Invert = 869.25 ft Dnstream Invert = 868.50 ft Horiz. Length = 65.00 ft Barrel Length = 65.00 ft Barrel Slope = .01154 ft/ft OUTLET CONTROL DATA... Mannings n = .0120 Ke = .2000 (forward entrance loss) Kb = .026647 (per ft of full flow) Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0045 Inlet Control M = 2.0000 Inlet Control c = .03170 Inlet Control Y = .6900 T1 ratio (HW/D) = 1.089 T2 ratio (HW/D) = 1.191 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 870.34 ft ---> Flow = 2.75 cfs At T2 Elev = 870.44 ft ---> Flow = 3.14 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Outlet Input Data Page 9.12 Name.... Pondout File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 866.00 ft Increment = .50 ft Max. Elev.= 873.00 ft Spot Elevations, ft 866.50 873.00 ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ---- ------- --------- --------- Orifice-Circular 2 ---> 3 869.250 873.000 Orifice-Circular 1 ---> 3 867.250 873.000 Culvert-Circular 3 ---> TW 864.480 873.000 TW SETUP, DS Channel S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Outlet Input Data Page 9.13 Name.... Pondout File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW OUTLET STRUCTURE INPUT DATA Structure ID = 2 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 869.25 ft Diameter = .7500 ft Orifice Coeff. = .600 Structure ID = 1 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 867.25 ft Diameter = .5000 ft Orifice Coeff. = .600 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Type.... Outlet Input Data Page 9.14 Name.... Pondout File.... O:\2006\060384\20310\calcs\Engr\Detention\Prelim\DEV_MERMAINLOT1_2012-02-15.PPW OUTLET STRUCTURE INPUT DATA Structure ID = 3 Structure Type = Culvert-Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 1.5000 ft Upstream Invert = 864.48 ft Dnstream Invert = 863.83 ft Horiz. Length = 365.00 ft Barrel Length = 365.00 ft Barrel Slope = .00178 ft/ft OUTLET CONTROL DATA... Mannings n = .0120 Ke = .2000 (forward entrance loss) Kb = .015519 (per ft of full flow) Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0045 Inlet Control M = 2.0000 Inlet Control c = .03170 Inlet Control Y = .6900 T1 ratio (HW/D) = 1.094 T2 ratio (HW/D) = 1.196 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 866.12 ft ---> Flow = 7.58 cfs At T2 Elev = 866.27 ft ---> Flow = 8.66 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- C ----- CENTSOUTHCONNECT... 9.05, 9.01 ----- H ----- Hamilton County... 3.01, 3.02, 4.01, 4.02 ----- N ----- NorthCentConnect... 9.09 ----- O ----- OFFSITE CHURCH... 5.01, 6.01, 7.01, 7.02 OFFSITE R/W... 5.03, 6.02, 7.03, 7.04 ONSITE_POND1... 5.05, 6.03, 7.05, 7.06 ONSITE_POND2... 5.07, 6.04, 7.07, 7.08 ONSITE_POND3... 5.09, 6.05, 7.09, 7.10 ----- P ----- Pondout... 9.12 POND_NO. 2... 8.01 POND_NO.1... 8.02 POND_NO.3... 8.03 ----- W ----- Watershed... 1.01, 2.01, 2.02 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 11:19 AM Date: 2/15/2012 Appendix B Storm Pipe Analysis and Calculations 6 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-15.doc INDIANAPOLIS, IN 46219 OWNER'S REPRESENTATION 6100 W. 96TH STREET GIS E-Mail cripe@cripe.biz MERIDIAN 131, LLC. LAND SURVEYING R (317) 844-6777 FAX (317) 706-6464 LAND PLANNING INDIANAPOLIS, INDIANA 46240 CIVIL / TRANSPORTATION ENGINEERS LOT 1, BUILDING 1 INTERIOR DESIGN 3939 PRIORITY WAY SOUTH DRIVE, SUITE 400 EQUIPMENT PLANNING DescriptionDateMark ARCHITECTUREARCHITECTURE OVERALL DRAINAGE Revisions Paul I. Cripe, Inc. C O:\2006\060384\20310\calcs\Engr\Storm\Storm_Basins_2010-02-16.dwg, February 16, 2012 5:41 PM, JENNIFER LASCH, © Paul I. Cripe, Inc. INDIANAPOLIS, IN 46219 OWNER'S REPRESENTATION 6100 W. 96TH STREET GIS E-Mail cripe@cripe.biz MERIDIAN 131, LLC. LAND SURVEYING R (317) 844-6777 FAX (317) 706-6464 LAND PLANNING INDIANAPOLIS, INDIANA 46240 CIVIL / TRANSPORTATION ENGINEERS LOT 1, BUILDING 1 INTERIOR DESIGN 3939 PRIORITY WAY SOUTH DRIVE, SUITE 400 EQUIPMENT PLANNING DescriptionDateMark ARCHITECTUREARCHITECTURE LOT 1, BUILDING 1 STORM BASINS Revisions Paul I. Cripe, Inc. C O:\2006\060384\20310\calcs\Engr\Storm\Storm_Basins_2010-02-16.dwg, February 16, 2012 5:42 PM, JENNIFER LASCH, © Paul I. Cripe, Inc. Appendix C Water Quality Analysis 7 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-15.doc WATER QUALITY SCHEMATIC Job File: O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\BMPSIZING_2012-02-15.PPW Rain Dir: O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\ ========================== JOB TITLE ========================== Project Date: 2/15/2012 Project Engineer: J Lasch Project Title: Lot 1, Building 1 Project Comments: Water Quality for Building 1, Lot 1 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 100 Executive Summary (Nodes) .......... 2.01 ****************** DESIGN STORMS SUMMARY ******************* Hamilton County Design Storms ...................... 3.01 Hamilton County 100 Design Storms ...................... 3.02 ********************** TC CALCULATIONS ********************* WATERQUALITY.... Tc Calcs ........................... 4.01 ********************** CN CALCULATIONS ********************* WATERQUALITY.... Runoff CN-Area ..................... 5.01 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\BMPSIZING_2012-02-15.PPW MASTER DESIGN STORM SUMMARY Network Storm Collection: Hamilton County Total Depth Rainfall Return Event in Type RNF ID ------------ ------ ---------------- ---------------- 100 1.0000 Synthetic Curve Hamilton County MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- -------- -------- ------------ *OUT10 JCT 100 .092 12.0000 .50 WATERQUALITY AREA 100 .092 12.0000 .50 Peak Treatment Flow = 0.50cfs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\BMPSIZING_2012-02-15.PPW Storm... Hamilton County Tag: 100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Hamilton County Storm Tag Name = 100 -------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 100 yr Total Rainfall Depth= 1.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------- ---- ---------- -- --------- -------- --------- Outfall OUT10 JCT .092 12.0000 .50 WATERQUALITY AREA .092 12.0000 .50 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Design Storms Page 3.01 Name.... Hamilton County File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\ Title... Project Date: 2/15/2012 Project Engineer: J Lasch Project Title: Lot 1, Building 1 Project Comments: Water Quality for Building 1, Lot 1 DESIGN STORMS SUMMARY Design Storm File,ID = Hamilton County Storm Tag Name = 100 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 100 yr Total Rainfall Depth= 1.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Design Storms Page 3.02 Name.... Hamilton County Event: 100 yr File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\ Storm... Hamilton County Tag: 100 DESIGN STORMS SUMMARY Design Storm File,ID = Hamilton County Storm Tag Name = 100 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm Hamilton County Storm Frequency = 100 yr Total Rainfall Depth= 1.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= 1.2000 hrs End= 24.0000 hrs S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Tc Calcs Page 4.01 Name.... WATERQUALITY File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\BMPSIZING_2012-02-15.PPW :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1167 hrs ------------------------------------------------------------------------ ========================= Total Tc: .1167 hrs ========================= S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Tc Calcs Page 4.02 Name.... WATERQUALITY File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\BMPSIZING_2012-02-15.PPW ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Type.... Runoff CN-Area Page 5.01 Name.... WATERQUALITY File.... O:\2006\060384\20310\calcs\Engr\Water Quality\Prelim\BMPSIZING_2012-02-15.PPW RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ WaterQualityCN 96 1.760 95.70 COMPOSITE AREA & WEIGHTED CN ---> 1.760 95.70 (96) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- H ----- Hamilton County... 3.01, 3.02 ----- W ----- WATERQUALITY... 4.01, 5.01 Watershed... 1.01, 2.01 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 2:46 PM Date: 2/15/2012 06/28/07 Water Quality Curve Number (CNwq) Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event STORMWATER TREATMENT SYSTEM VORTSENTRY HYDRODYNAMIC SEPARATOR PART 1.00 GENERAL 1.1 DESCRIPTION A. Work included: The Contractor, and/or a manufacturer selected by the Contractor and approved by the Engineer, shall furnish all labor, materials, equipment and incidentals required and install all precast concrete stormwater treatment systems and appurtenances in accordance with the Drawings and these specifications. Substitutions for the specified product(s) will be considered only if the proposed alternate meets or exceeds the performance criteria as listed in section 2.2 of this specification. Any proposed substitutions must be reviewed by the engineer and submitted to the governing regulatory agency for final approval. 1.2 QUALITY CONTROL INSPECTION A. The quality of materials, the process of manufacture, and the finished sections shall be subject to inspection by the Engineer. Such inspection may be made at the place of manufacture, or on the work site after delivery, or at both places, and the sections shall be subject to rejection at any time if material conditions fail to meet any of the specification requirements, even though sample sections may have been accepted as satisfactory at the place of manufacture. Sections rejected after delivery to the site shall be marked for identification and shall be removed from the site at once. All sections which have been damaged beyond repair during delivery will be rejected and, if already installed, shall be repaired to the Engineer’s acceptance level, if permitted, or removed and replaced, entirely at the Contractor's expense. B. All sections shall be inspected for general appearance, dimensions, soundness, etc. The surface shall be dense, close textured and free of blisters, cracks, roughness and exposure of reinforcement. C. Imperfections may be repaired, subject to the acceptance of the Engineer, after demonstration by the manufacturer that strong and permanent repairs result. Repairs shall be carefully inspected before final acceptance. Cement mortar used for repairs shall have a minimum compressive strength of 4,000 psi (28 MPa) at the end of 7 days and 5,000 psi (34 MPa) at the end of 28 days when tested in 3-inch (76 mm) diameter by 6- inch (152 mm) long cylinders stored in the standard manner. Epoxy mortar may be utilized for repairs. Specification 1.3 SUBMITTALS Shop Drawings The Contractor shall be provided with dimensional drawings and, when specified, utilize these drawings as the basis for preparation of shop drawings showing details for construction, reinforcing, joints and any cast-in-place appurtenances. Shop drawings shall be annotated to indicate all materials to be used and all applicable standards for materials, required tests of materials and design assumptions for structural analysis. Shop drawings shall be prepared at a scale of not less than 3/16-inches per foot (1:75). Six (6) hard copies of said shop drawings shall be submitted to the Engineer for review and approval. PART 2.00 PRODUCTS 2.1 MATERIALS AND DESIGN A. Concrete for precast stormwater treatment systems shall conform to ASTM C857 and C478 and meet the following additional requirements: 1. In all cases the wall thickness shall be no less than the minimum thickness necessary to sustain HS20-44 (MS18) loading requirements as determined by a Licensed Professional Engineer. 2. Sections shall have tongue and groove or ship-lap joints with a butyl mastic sealant conforming to ASTM C 990. 3. Cement shall be Type I, II, or III Portland cement conforming to ASTM C 150. 4. All sections shall be cured by an approved method. Sections shall not be shipped until the concrete has attained a compressive strength of 4,000 psi (28 MPa) or other designate suitable handling strength. 5. Pipe openings shall be sized to accept pipes of the specified size(s) and material(s), and shall be sealed by the Contractor with a hydraulic cement conforming to ASTM C 595M B. All internal components shall be PVC per ASTM D1785, and aluminum alloy 5052-H32 plate in accordance with ASTM B 209. C. Brick or masonry used to build the manhole frame to grade shall conform to ASTM C 32 or ASTM C 139 and shall be installed in conformance with all local requirements. D. Casting for manhole frames and covers shall be in accordance with ASTM A48, CL.35B and AASHTO M105. The manhole frame and cover shall be equivalent to Campbell Foundry Pattern #1009A. E. A bitumen sealant in conformance with ASTM C 990 shall be utilized in affixing the aluminum bays to the concrete vault. Specification 2.2 PERFORMANCE Each stormwater treatment system shall have treatment, sediment storage, and oil storage capacities equal to or greater than that shown in Table 2.1 for the corresponding model as specified on the project plans. For the purpose of determining equivalency, the treatment capacity shall be defined as the flow rate at which the stormwater treatment system removes 80% of an unground silica sample having an average particle size equal to or less than 240 microns. Treatment capacity shall be additionally defined as the maximum flow rate prior to which bypass of any flow occurs. '*7" '*76)59-6)( Table 2.1 Treatment CapacitySediment Storage Oil Storage ® VortSentryHS Model 33 cfsl/sydmgalLiter HS36 0.55 15.6 75.4 0.5 0.4 285.4 HS36 0.55 15.6 HS36 0.55 15.6 HS36 0.55 15.6 75.4 0.5 0.4 0.5 0.4 285.4 HS48 1.2 34.0 137.1 518.9 0.9 0.7 HS60 2.2 62.3 214.2 810.8 1.5 1.1 HS72 3.7 104.8 308.4 1167.6 2.1 1.6 HS84 5.6 158.6 412.0 1559.5 2.8 2.1 HS96 8.1 229.4 544.2 2059.9 3.7 2.8 Each stormwater treatment system shall provide documented full-scale testing that corroborates the capacities as listed in Table 2.1 and defined above. Said documentation shall include at a minimum testing for removal capabilities and sediment wash-out characteristics at the treatment capacities listed in Table 2.1. Each stormwater treatment system shall have the capability of bypassing high flow internally as well as controlling flow through the treatment chamber so as to avoid wash-out of previously captured pollutants under high flow conditions. Each stormwater treatment system shall include a circular chamber with a tangential inlet to induce a swirling flow pattern within the treatment chamber. The outlet from the treatment chamber shall be located in the center of the chamber so as to maximize the particle flow path within the treatment system. Each stormwater treatment system shall be of a hydraulic design that includes flow controls designed and certified by a professional engineer using accepted principles of fluid mechanics that raise the water surface inside the tank to a pre-determined level in order to prevent the re- entrainment of trapped floating contaminants. Each stormwater treatment system shall be designed to not allow surcharge of the upstream piping network during dry weather conditions. Each stormwater treatment system shall be contained within one concrete manhole structure. Specification MANUFACTURER The manufacturer of said system shall have been regularly engaged in the engineering design and production of systems for the physical treatment of stormwater runoff for 15 years. ® Each stormwater treatment system shall be a VortSentryHS system as manufactured by CONTECH Stormwater Solutions Inc, 200 Enterprise Drive, Scarborough, Maine 04074, phone: 207-885-9830, fax: 207-885-9825. PART 3.00 EXECUTION 3.1 INSTALLATION Each Stormwater Treatment System shall be constructed according to the sizes shown on the A. Drawings and as specified herein. Install at elevations and locations shown on the Drawings or as otherwise directed by the Engineer. Place the precast base unit on a granular subbase of minimum thickness of six inches (152 B. mm) after compaction or of greater thickness and compaction if specified elsewhere. The granular subbase shall be checked for level prior to setting and the precast base section of the trap shall be checked for level at all four corners after it is set. If the slope from any corner to any other corner exceeds 0.5% the base section shall be removed and the granular subbase material re-leveled. Prior to setting subsequent sections place bitumen sealant in conformance with ASTM C 990- C. 91 along the construction joint in the section that is already in place. After setting the precast roof section of the stormwater treatment system, set precast D. concrete manhole riser sections, to the height required to bring the cast iron manhole covers to grade, so that the sections are vertical and in true alignment with a ¼-inch (6 mm) maximum tolerance allowed. Backfill in a careful manner, bringing the fill up in 6-inch (152 mm) lifts on all sides and compacting the granular bedding to 95% Standard Procter Density per ASTM D698. If leaks appear, clean the inside joints and caulk with lead wool to the satisfaction of the Engineer. Precast sections shall be set in a manner that will result in a watertight joint. In all instances, installation of Stormwater Treatment Systems shall conform to ASTM specification C 891 “Standard Practice for Installation of Underground Precast Utility Structures”. Holes made in the concrete sections for handling or other purposes shall be plugged with a E. nonshrink grout or by using grout in combination with concrete plugs. Where holes must be cut in the precast sections to accommodate pipes, do all cutting before F. setting the sections in place to prevent any subsequent jarring which may loosen the mortar joints. The Contractor shall make all pipe connections. Appendix D Approved Drainage Design Report for 131st Street and US 31 Infrastructure 8 O:\2006\060384\20310\docs\Engr\Reports\Drainage\Report_Drainage_2012-02-15.doc 3;2)6 76)46)7)28%8-32 +-7 )1EMPGVMTI$GVMTIFM^ 0%2(796:)=-2+ 6 *%< 0%2(40%22-2+ -2(-%2%430-7-2(-%2% '-:-086%274368%8-32)2+-2))67 -28)6-36()7-+2 46-36-8=;%=7398,(6-:)79-8) )59-41)2840%2-2+ %6',-8)'896)%6',-8)'896) 4EYP-'VMTI-RG ' 3;2)6 76)46)7)28%8-32 +-7 )1EMPGVMTI$GVMTIFM^ 0%2(796:)=-2+ 6 *%< 0%2(40%22-2+ -2(-%2%430-7-2(-%2% '-:-086%274368%8-32)2+-2))67 -28)6-36()7-+2 46-36-8=;%=7398,(6-:)79-8) )59-41)2840%2-2+ %6',-8)'896)%6',-8)'896) 4EYP-'VMTI-RG ' 3;2)6 76)46)7)28%8-32 +-7 )1EMPGVMTI$GVMTIFM^ 0%2(796:)=-2+ 6 *%< 0%2(40%22-2+ -2(-%2%430-7-2(-%2% '-:-086%274368%8-32)2+-2))67 -28)6-36()7-+2 46-36-8=;%=7398,(6-:)79-8) )59-41)2840%2-2+ %6',-8)'896)%6',-8)'896) 4EYP-'VMTI-RG ' 3;2)6 76)46)7)28%8-32 +-7 )1EMPGVMTI$GVMTIFM^ 0%2(796:)=-2+ 6 *%< 0%2(40%22-2+ -2(-%2%430-7-2(-%2% '-:-086%274368%8-32)2+-2))67 -28)6-36()7-+2 46-36-8=;%=7398,(6-:)79-8) )59-41)2840%2-2+ %6',-8)'896)%6',-8)'896) 4EYP-'VMTI-RG ' 3;2)6 76)46)7)28%8-32 +-7 )1EMPGVMTI$GVMTIFM^ 0%2(796:)=-2+ 6 *%< 0%2(40%22-2+ -2(-%2%430-7-2(-%2% '-:-086%274368%8-32)2+-2))67 -28)6-36()7-+2 46-36-8=;%=7398,(6-:)79-8) )59-41)2840%2-2+ %6',-8)'896)%6',-8)'896) 4EYP-'VMTI-RG ' 3;2)6 76)46)7)28%8-32 +-7 )1EMPGVMTI$GVMTIFM^ 0%2(796:)=-2+ 6 *%< 0%2(40%22-2+ -2(-%2%430-7-2(-%2% '-:-086%274368%8-32)2+-2))67 -28)6-36()7-+2 46-36-8=;%=7398,(6-:)79-8) )59-41)2840%2-2+ %6',-8)'896)%6',-8)'896) 4EYP-'VMTI-RG '