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HomeMy WebLinkAboutDrainage ReportDrainage Design Report for Meridian Main Phase 1, Lot 2 INDOT Revisions Carmel, Indiana Prepared for: Meridian 131, LLC 6100 West 96th Street Indianapolis, IN 46278 March 15, 2012 Cent' -d by: 5 David A. Lach, PE INDIANA PE 10000126 PE 10000126 9'• STATE OF �''`jJ SfONAtE JJJJ JJIIII iitN� 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.crine.biz RC: 060384 -20320 DRAINAGE DESIGN REPORT FOR LOT 2 INDOT REVISIONS MERIDIAN MAIN PHASE I TABLE OF CONTENTS 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 Onsite Pond 1 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 5 APPENDICIES Appendix A Drainage Analysis Appendix B Water Quality Analysis Appendix C Approved Drainage Design Report for 131st Street and US 31 Infrastructure 1.0 Introduction This drainage report outlines the impacts and modifications to the storm water management system to serve Meridian Main, Phase 1, Lot 2 due to the proposed intersection improvement at Main Street and US 31. The proposed intersection improvement will require additional right of way including land from the southeast corner of Meridian Main, Phase 1, Lot 2. The proposed additional right of way impacts the existing detention design for Meridian Main, Phase 1. The detention 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 modifications to the stormwater infiltration/ detention storage at Pond 1 of Meridian Main Phase 1, including providing additional storage, modifying grading, provision of new outlet structure at the pond. 1.2 Scope of Report This report summarizes the stormwater management system as a result of the INDOT project at US31 and Main Street 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, Phase 1, Lot 2. The site is located in B6/ US31 Corridor Overlay and part of the Meridian Main master plan and drains to the stormwater infiltration /detention basins located to the west. The adjoining properties zoning consist of the following: East: Pennsylvania Way (Private Drive) and Proposed Lot 1 South: Main Street West: US 31 and US31 Corridor Overlay North: B6/ US 31 Corridor Overlay The soils maps from the US Department of Agriculture, Soil Conservation Service identifies the proposed site to consist of Crosby Silt loam (CrA). O: \2006 \060384 \20320 \d ocs\ Eng r \R eports \dra in ag e\ Report_Dra in a ge_2012- 03 -16. d oc 2 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. 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 C 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 C). The proposed construction of the intersection improvement 1 is part of Onsite Pond1 basin. The master planned onsite pondl 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 intersection improvement at US 31 and Main Street requires additional right of way that cuts into Pond 1 of the stormwater management system. The post developed onsite pondl basin resulting from Lot1 and Lot 2 modifications 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. The site was analyzed under the condition that the reduced pond volume would be replaced and provided as underground detention at Lot 2. Under this O:\ 2006\ 060384 \20320 \docs \Engr \Reports \dra inage \Report_Dra inage_2012- 03 -16. doc 3 condition, the onsite pondl basin remains at 10.82 acres with a curve number of 90.7. Under this alternative, Pond 1 has a maximum pond volume of 3.23 ac -ft at the 100 -yr elevation. See Appendix A for additional information. 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 C). 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 or other stormwater quality treatment for each lot as it is developed 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 B for additional information as related to water quality. O: \2006 \060384 \20320 \d ocs\ Eng r \R eports \dra in ag e\ Report_Dra in a ge_2012- 03 -16. d oc 4 Allowable Release Rate From Master Plan Proposed Release Rate (cfs) Site 10 -year 1.61 1.47 Site 100 -year 4.83 4.67 condition, the onsite pondl basin remains at 10.82 acres with a curve number of 90.7. Under this alternative, Pond 1 has a maximum pond volume of 3.23 ac -ft at the 100 -yr elevation. See Appendix A for additional information. 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 C). 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 or other stormwater quality treatment for each lot as it is developed 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 B for additional information as related to water quality. O: \2006 \060384 \20320 \d ocs\ Eng r \R eports \dra in ag e\ Report_Dra in a ge_2012- 03 -16. d oc 4 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 and water quality. O:\ 2006\ 060384\ 20320 \d ocs\ Engr \R eports \dra in ag e\ Report_Dra in a ge_2012- 03 -16. doc 5 Appendix A Post Developed Drainage ZONING BASINSLOT 1, BUILDING 1 STORM BASINSLOT 1, BUILDING 1 STORM Job File: O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.PPW Rain Dir: O:\2006\060384\20320\calcs\Engr\Detention\Prelim\ ========================== JOB TITLE ========================== Project Date: 3/15/2012 Project Engineer: S. Farny Updated J. Lasch Project Title: Meridian and Main INDOT Revisions Project Comments: 06038420320 Masterplan Revised for INDOT Revision (and Lot 1) ALT 2 - Additional storage provided on Lot2 Additional Storage in Underground Detention S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 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 ********************** TC CALCULATIONS ********************* OFFSITE CHURCH.. Tc Calcs ........................... 4.01 OFFSITE R/W..... Tc Calcs ........................... 4.03 ONSITE_POND2.... Tc Calcs ........................... 4.05 ONSITE_POND3.... Tc Calcs ........................... 4.07 ONSITE_POND_1... Tc Calcs ........................... 4.09 ********************** CN CALCULATIONS ********************* OFFSITE CHURCH.. Runoff CN-Area ..................... 5.01 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Table of Contents ii Table of Contents (continued) OFFSITE R/W..... Runoff CN-Area ..................... 5.02 ONSITE_POND2.... Runoff CN-Area ..................... 5.03 ONSITE_POND3.... Runoff CN-Area ..................... 5.04 ONSITE_POND_1... Runoff CN-Area ..................... 5.05 *********************** POND VOLUMES *********************** POND_NO. 2...... Vol: Elev-Area ..................... 6.01 POND_NO.1....... Vol: Elev-Volume ................... 6.02 POND_NO.3....... Vol: Elev-Area ..................... 6.03 ******************** OUTLET STRUCTURES ********************* CENTSOUTHCONNECT E-Q-TW Series ...................... 7.01 NorthCentConnect Outlet Input Data .................. 7.05 Pondout......... Outlet Input Data .................. 7.08 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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 1.198 14.5000 1.47 *HAMILTON XING JCT 100 3.996 14.4500 4.67 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_POND2 AREA 10 .704 12.0000 3.53 ONSITE_POND2 AREA 100 1.316 12.0000 6.27 Peak Release Rate for Pond No.1 10-yr = 1.47 cfs < 1.61 cfs allowable 100-yr = 4.67 cfs < 4.83 cfs allowable Max. 100-yr wsel = 870.98 = Master Plan 870.98' S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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_POND3 AREA 10 1.684 12.0000 8.44 ONSITE_POND3 AREA 100 3.148 12.0000 15.01 ONSITE_POND_1 AREA 10 2.574 12.0000 13.09 ONSITE_POND_1 AREA 100 4.877 12.0000 23.52 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 .604 12.1500 2.17 869.33 .298 POND_NO. 2 OUT POND 10 .000 .0000 .00 (-Q) POND_NO. 2 OUT POND 100 1.727 11.6500 4.06 871.01 .769 POND_NO. 2 OUT POND 100 -.007 12.2000 -.66 (-Q) POND_NO.1 POND 10 3.617 12.0000 16.96 POND_NO.1 POND 100 7.417 11.6500 30.51 POND_NO.1 OUT POND 10 1.198 14.5000 1.47 869.25 1.899 POND_NO.1 OUT POND 100 3.996 14.4500 4.67 870.98 3.323 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 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 10 yr File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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 1.198 14.5000 1.47 OFFSITE CHURCH AREA .100 12.2000 .42 OFFSITE R/W AREA .339 12.0000 1.65 ONSITE_POND2 AREA .704 12.0000 3.53 ONSITE_POND3 AREA 1.684 12.0000 8.44 ONSITE_POND_1 AREA 2.574 12.0000 13.09 POND_NO. 2 POND 1.124 12.0000 3.92 POND_NO. 2 OUT POND .604 12.1500 2.17 869.33 POND_NO.1 POND 3.617 12.0000 16.96 POND_NO.1 OUT POND 1.198 14.5000 1.47 869.25 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: 9:47 AM Date: 3/16/2012 Type.... Executive Summary (Nodes) Page 2.02 Name.... Watershed Event: 100 yr File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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 3.996 14.4500 4.67 OFFSITE CHURCH AREA .202 12.2000 .85 OFFSITE R/W AREA .618 11.9500 2.87 ONSITE_POND2 AREA 1.316 12.0000 6.27 ONSITE_POND3 AREA 3.148 12.0000 15.01 ONSITE_POND_1 AREA 4.877 12.0000 23.52 POND_NO. 2 POND 2.632 12.0000 7.51 POND_NO. 2 OUT POND 1.727 11.6500 4.06 871.01 POND_NO. 2 OUT POND -.007 12.2000 -.66 (-Q) POND_NO.1 POND 7.417 11.6500 30.51 POND_NO.1 OUT POND 3.996 14.4500 4.67 870.98 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: 9:47 AM Date: 3/16/2012 Type.... Design Storms Page 3.01 Name.... Hamilton County File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\ Title... Project Date: 3/15/2012 Project Engineer: S. Farny Updated J. Lasch Project Title: Meridian and Main INDOT Revisions Project Comments: 06038420320 Masterplan Revised for INDOT Revision (and Lot 1) ALT 2 - Additional storage provided on Lot2 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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.01 Name.... OFFSITE CHURCH File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.02 Name.... OFFSITE CHURCH File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.03 Name.... OFFSITE R/W File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.04 Name.... OFFSITE R/W File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.05 Name.... ONSITE_POND2 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.06 Name.... ONSITE_POND2 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.07 Name.... ONSITE_POND3 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.08 Name.... ONSITE_POND3 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.09 Name.... ONSITE_POND_1 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Tc Calcs Page 4.10 Name.... ONSITE_POND_1 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Runoff CN-Area Page 5.01 Name.... OFFSITE CHURCH File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Runoff CN-Area Page 5.02 Name.... OFFSITE R/W File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Runoff CN-Area Page 5.03 Name.... ONSITE_POND2 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Runoff CN-Area Page 5.04 Name.... ONSITE_POND3 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Runoff CN-Area Page 5.05 Name.... ONSITE_POND_1 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: Use Onsite-Pond1 as proposed for future build out (master planned) S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Vol: Elev-Area Page 6.01 Name.... POND_NO. 2 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Vol: Elev-Volume Page 6.02 Name.... POND_NO.1 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.PPW USER DEFINED VOLUME RATING TABLE Elevation Volume (ft) (ac-ft) --------------------- 866.00 .000 866.50 .092 867.55 .662 868.50 1.282 870.50 2.918 871.00 3.339 871.40 3.693 872.00 4.274 873.00 5.339 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Vol: Elev-Area Page 6.03 Name.... POND_NO.3 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... E-Q-TW Series Page 7.01 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... E-Q-TW Series Page 7.02 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... E-Q-TW Series Page 7.03 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... E-Q-TW Series Page 7.04 Name.... CENTSOUTHCONNECT File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Outlet Input Data Page 7.05 Name.... NorthCentConnect File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Outlet Input Data Page 7.06 Name.... NorthCentConnect File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Outlet Input Data Page 7.07 Name.... NorthCentConnect File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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: 9:47 AM Date: 3/16/2012 Type.... Outlet Input Data Page 7.08 Name.... Pondout File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.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 ---> 3 869.000 873.000 Orifice-Circular 1 ---> 3 867.550 873.000 Culvert-Circular 3 ---> TW 864.250 873.000 TW SETUP, DS Channel )PIZEXMSRJSV;EXIV 5YEPMX]:SPYQI S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Outlet Input Data Page 7.09 Name.... Pondout File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.PPW OUTLET STRUCTURE INPUT DATA Structure ID = 2 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 869.00 ft Diameter = .7917 ft Orifice Coeff. = .600 Structure ID = 1 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 867.55 ft Diameter = .5000 ft Orifice Coeff. = .600 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Type.... Outlet Input Data Page 7.10 Name.... Pondout File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-16.PPW OUTLET STRUCTURE INPUT DATA Structure ID = 3 Structure Type = Culvert-Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 1.5000 ft Upstream Invert = 864.25 ft Dnstream Invert = 864.19 ft Horiz. Length = 30.00 ft Barrel Length = 30.00 ft Barrel Slope = .00200 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 = 865.89 ft ---> Flow = 7.58 cfs At T2 Elev = 866.04 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: 9:47 AM Date: 3/16/2012 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- C ----- CENTSOUTHCONNECT... 7.01 ----- H ----- Hamilton County... 3.01 ----- N ----- NorthCentConnect... 7.05 ----- O ----- OFFSITE CHURCH... 4.01, 5.01 OFFSITE R/W... 4.03, 5.02 ONSITE_POND2... 4.05, 5.03 ONSITE_POND3... 4.07, 5.04 ONSITE_POND_1... 4.09, 5.05 ----- P ----- Pondout... 7.08 POND_NO. 2... 6.01 POND_NO.1... 6.02 POND_NO.3... 6.03 ----- W ----- Watershed... 1.01, 2.01, 2.02 S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:47 AM Date: 3/16/2012 Detention/InfiltrationBasinAlt2 Infiltration/Volume DetentionPipe/Stone,Total Elev.Area(sf)Elev.Area(ac)Basinacft48"acftVolume 86608660008660 866.514597.42866.50.33510.05600.0359866.50.0919 86718473.998670.42410.2450867 867.5521250867.550.48780.49600.1663867.550.6623 86823495.658680.53940.7270868 868.50.58831.00900.273868.51.282 86927752.928690.63711.3150869 87033227.18700.76282.0140870 870.5870.50.81482.40800.51870.52.918 87137754.88710.86672.82900.518713.339 871.439530.7871.40.90753.18300.51871.43.693 8728721.02953.76400.518724.274 8738731.10004.82900.518735.339 PondVolumeModelInput 8660 WaterQualityVolume:866.50.0919 0.50acftstorageinpond867.550.6623 Elevation867.55'andbelow868.51.2820 forrequiredvolume.870.52.9180 8713.3390 871.43.6930 8724.2740 8735.3390 Type.... Vol: Elev-Area Page 1.01 Name.... POND 40 File.... O:\2006\060384\20320\calcs\Engr\Detention\Prelim\DEV_MMLOT2_ALT2_2012-03-15.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 ----- .3351 .3351 .056 .056 867.00 ----- .4241 1.1362 .189 .245 867.55 ----- .4878 1.3667 .251 .496 868.00 ----- .5394 1.5402 .231 .727 868.50 ----- .5883 1.6910 .282 1.009 869.00 ----- .6371 1.8376 .306 1.315 870.00 ----- .7628 2.0970 .699 2.014 870.50 ----- .8148 2.3660 .394 2.408 871.00 ----- .8667 2.5219 .420 2.829 871.40 ----- .9075 2.6611 .355 3.183 872.00 ----- 1.0295 2.9036 .581 3.764 873.00 ----- 1.1000 3.1937 1.065 4.829 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 Infiltration/Detention Basin Volumes S/N: F21B05A2E1C9 Paul I. Cripe Inc PondPack Ver. 9.0046 Time: 9:42 AM Date: 3/16/2012 48" CMP PIPE STORAGE - UNDERGROUND DETENTION Appendix B Water Quality Analysis Appendix C Approved Drainage Design Report for 131st Street and US 31 Infrastructure 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 '