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HomeMy WebLinkAboutDrainage Design Report u u u o u u o u u o [J u ~ 1 U o U U U U U Drainage Design ~eporrf for City of Carmel East Salt Barn Hamilton County, Indiana Prepared for: City of Carmel One CivIc Square Carmel, IN 46032 May 16, 2008 (::J~ f David Loch, P.E. INDIANA PE 1 0000 126 :' I ' - /,'I'i"'~. '~'" 'C~ tp,; ~. ',.f" otci\'1t.tl "\., \..... .), \ ,\ S'lJ '\ '2' ,: \ uoCS ,~. \~A'~" ... -.j' - f- I ',~ " '- " . ~"l ; I"-'~'\ \,~,.. '-~- ~~:_~_:~. ~ Cripe ..... 1 ..-./ Architects + Engineers 7172 Graham Rood Indionapoli,. Indiana 46250 Telephone 3178426777 Facsimile 3178414798 ~~crioe.oiL PIC 0990488- 10700 U lJ U LJ o D U U D [J U o U D o U J D U DRAINAGE DESIGN REPORT FOR CITY OF CARMEL, CARMEL SALT BARN 106 TH STREET & GRAY ROAD TABLE OF CONTENTS 1.0 Introduction .. ......... .............. .............. ..................................................................1 1.1 Project Description ...................................................................................1 1.2 Scope of Report .......................................................................................1 1.3 Existing Conditions........... ...... ................. ........... P' P.................................1 2.0 Hydrologic .Method . ........... ....... p' d.... ............................ ............................... .......1 2.1 Rainfa II Distribution .......................".........................................................2 2.2 Software................. ......... ...... .............._.................. ..................................2 3.0 Allowable Release Rates.... .......................................... ......................................2 4.0 Post-Developed Drainage Analysis. n' ................................................. ................2 5.0 Comparison of Release Rates .............................................. ..... .........................3 6.0 Water Quality Analysis ............ ,.. n........... ............ ................................................ 3 7.0 Conclusions............................... ............... ............ .............. ....... ............... ..........3 Appendix A - Downstream Receiving Storm Sewer Calculations Appendix B - Post-Developed Drainage Analysis Appendix C - Water Quality.Analysis 0:\1999\990488\1 Q700\docs\Engr\Reports\Drainage Report5-14-08.doc o LJ o o u U D D o U u U U U U D U U U 1.0 Introduction This report outlines the design of the storm water management system to serve Carmel Salt Barn located at the southeast quadrant of 10STH Street & Gray Road, Carmel. The project is currently located within the City of Carmel and is therefore subject to the design requirements of the City of Carmel Stormwater Technical Standard Manual. 1.1 Project Description The proposed development is located on a 2.24 acres portion of a 20 acre site in'the southeast quadrant of 106 TH Street and Gray Road. The 2.24 acre project is being undertaken by the Carmel Street Department. The remaining portion of the site will be developed in the future and consist of a water treatment facility for the City of Carmel. The water treatment facility will provide its own detention and water quality. The 2.24 acre project will consist of constructing a salt barn, incinerator, street sweep dump and street sweep storage. The site IS located in an 8-1 (residential) zoning district and is bounded by 10Slh Street and Carmel Parks to the north and Gray Road and gravel operations to the west and gravel operations to the south and east. 1 .2 Scope of Report This report summarizes the design for the overall storm water management system for the 2.24 acre portion of the project, which consists of the storm sewer system, BMP, a dry detention pond, and temporary access to the salt barn. 1.3 Existing Conditions The'existing 2.24 +/- acre site is currently a limestone sediment basin for the gravel operation. The stormwater runoff sheet flows to the south into Blue Woods Creek. Gray Road has recently been improved and picks up runoff from the road into a storm sewer network which outlets south into Blue Woods Creek. The soil maps from the US Department of Agriculture, Soil Conservation Service identify pt - Pits on the subject property. The FIRM Map Panel Number 180081 0229 F effective February 19,2003 indicates that the site lies entirely in Flood Zone "X". These areas were determined to be outside of the 500 year floodplain. 2.0 Hydrologic Method The method used to generate runoff from the proposed watersheds is the SCS Unit Hydrograph Method. This method calculates the peak storm flows. for the 10-year, and the 1 DO-year storm event, which are used to analyze the storage volume required for the dry detention pond. Factors involved in the use of this method are the area of the watershed or basin, the runoff coefficient (CN) and the time of concentration (Tc). The runoff curve numbers are calculated based on the proposed land use conditions and the 1 u U lJ U U J 'J U U U [J U U U U D U U U types of soils. The times of concentration are determined from surface conditions and the slope of terrain, 2.1 Rainfall Distribution The SCS 24-hour Type II Rainfall Distribution is used to calculate the stormwater runoff for the post-developed conditions. The storm sewer drainage network was designed using intensity-duration frequency curves and the rational method, 2.2 Software After the input data and rainfall have been estimated, PondPack v9, a hydraulic modeling program, IS used to determine the peak flows and volumes using the SCS Unit Hydrograph Method. PondPack v9 generates an individual hydrograph for the basin. The hydrographs are then added to generate runoff flows for ponds or to specific points of interest. 3.0 Allowable Release Rates Per the City of Carmel Stormwater Technical Standards Manual the allowable release rate from the site is 0.1cfs. per acre of development for the 10 year storm event and 0.3 efs per acre of development for the 100 year storm event. The allowable release rate is O.224cfs and 0,672 ds for the 10 year and 100 year storm events, respectively. In the event the downstream receiving storm sewer system is inadequate to hand the release rate, then the release rate will need to be reduced to the capacity of the downstream storm sewer system. The outlet determined is the Gray Road storm sewer system. As-builts and design drawings have not be located, so Cripe has calculated the capacity based on the best available information. The downstream sewer has 0.42 cfs capacity. See AppendixA for hand calculations. 4.0 Post-Developed Drainage Analysis The post-developed drainage analysis consists of designing a dry detention basin. The proposed site sheet flows into swales which then connect to a dry detention basin. This basin detains the water to meet the allowable release rates described in the above section. The basin stages 3.64' and has 0.70 ac-ft of storage. The proposed release rates are 0.15 and 0.39 cfs for the 10-year and 1 DO-year storm events, respectively. Pondpack calculations are included in AppendIx B. 2 o 'I U 5.0 Comparison of Release Rates u u o u u u [J u u [J U D D U U U o The following summarizes the results of the proposed site conditions. 10 year storm event 100 year storm event Allowable Release Rate 0.22cfs (0.1 cfs/acre) 0.67 (0.3 cfsJ acre) Downstream Restriction 0.42 cfs 0.42 cfs Dry Detention Basin 0.15 cfs 0.39 cfs Release Rate 6.0 Water Quality Analysis A treatment train for BMPs is recommended by the City of Carmel to treat runoff through the system. . For this site vegetative swales and an extended dry detention basin was used to treat the runoff. Utilizing the procedures outlined in the City of Carmel Stormwater Technical Standards Manual, a water quality treatment rate was calculated based on the SCS Type II distribution for 1 inch of rainfall in 24hours and a water quality CN of 92. Two swales facilitate runoff from the pavement and thus the swales are utilizing a vegetative section for BMPs at 40LF each. Utilizing the procedures outlined in the City of Carmel Stormwater Technical Standards Manual, a water quality treatment volume was calculated to determine the water quality treatment volume for the extended dry detention basin as 0.086 ae-ft. Pondpack was utilized to create a hydrograph with this runoff volume to analyze if the required emptying time was met. As a result a 1- inch crITice was required. See Appendix C for additional information. 7.0 Conclusions The proposed dry detention pond is designed to provide sufficient storage volume to release an acceptable rate. The runoff associated with a post-developed 100 year storm event is retained to release at a peak rate below the downstream storm sewer capacity_ Also, the runoff associated with a post-developed 10 year storm event is retained to release at a peak rate below the allowable release rate of 0.10 cfs/acre by ord inance. 3 _ .~.,. ."__~_' Tr.___._.._______~_.__ .--~-~_._--.--~~-----. ---------~~.- .......-. --- [J o ~ o D U D o U U D U U U [J o U J J APPENDIX A Downstream Receiving Storm Sewer 0:\1 999\990468\ 1 0700\docs\Engr\Reports\Drainage Report5-14-0B.doc o u u u u o o u u o D U [J u U D o o u ..- - ~ .-- - ----. - -'-~'~._"-- -----_._~--~---- ~._- .------ ---- -- -~ .'.'-. _.- '--, - .'.'- '-LLI~'H' I . I II I I-:!-I-WIIII~~II -bll--1 I I i I ~---L~_IXT&.~,J. 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Gray u Job File: O:\1999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW Rain bir: O:\1999\990488\10700\calcs\Engr\Detention\Final\ ~========~==~===c========~ u JOB TITLE ===~~=============~======= u project Date: 4/24/2008 Project Engineer: glewia Project Title: Carmel-East Salt Project comments: J u u u u o u u u u u u u u u SIN: F21B05A2Elc9 PondPack Ver. 9.0046 Paul I. Cripe Ine Time: 5:50 PM Date: 5/14/2008 u u Table of Contents i Table of Contents u *****************~**** MASTER SUMMARY ********************** J Watershed....... Master Network Summary....... ...... 1. 01 o ****************** DESIGN STORMS SUMNARY ******************* Hamilton County Design Storms... .... ............... 2.01 [J ***********~********** TC C~LCULATIONS ********************* u SALT BARN....... Tc Cales ........................... 3.01 ********~***~********* eN CALCULATIONS **~*******~********** u SALT BARN....... Runoff eN-Area... ........... ....... 4.01 ****** 7* ***"* *""**'*,****** POND VOLUMES 'IIl******** ** * * *** * -}:***** o DRY DETENTION... Vol: ~lev-Area .... ................. 5.01 o *****************r** OOTLET STROCTURES *~***********~******* Outlet 2........ outlet Input Data .................. 6.01 u u u u D u u u SIN: F21B05A2E1C9 PondPack Ver. 9.0046 Paul I. Cripe Ine Time: 5:50 PM Date: 5/14/2008 u u u Table of Contents u [j u u ~ LJ u u D u u u u u o D u S!N: F21B05A2E1C9 PondPack Ver. 9.0046 u ii Table of Contents (continued) Individual Ou~let Curves ........... 6.03 Composite Rating Curve .. ........ ... 6.06 Paul 1. Cripe Ine Time: 5:50 PM Date: 5/14/2008 o Type. . .. Master Network Summary Page 1.01 Name.... watershed File.... 0: \1999\990488\10700\calcs\Engr\Detention\?inal \CARMELSALTBAIDlDRYDETENTION. PPW u MASTER DESIGN STORM SUMMARY lJ Network storm Collection: Hamilton County LJ Total Depth Rainfall Return Event in Type RNF ID ------------ -----------.-.---- ---------------~ 2 2.2500 Synthetic Curve Hamilton County 10 3.8300 Synthe tic Curve Hamilton County 25 4.7200 Synthetic Curve Hamilton County 50 .5.5200 Synthetic Curve Hamil ton County 100 6.4600 Synthetic Curve Hamilton county u o MASTER NETWORK SUMMARY sca unit Hydrograph Method o (*Node~Outfall; +Node=Diversion;) (Trlli~= HYG Truncation; Blank=None; L=Left; R=Rt; LR=Left&Rt) o Max Return HYG Vol QpeaJ( Qpeak Max WSEL Pond Storage Node 1D Type Event ac-it Trun hrs cis it ac-ft ----------------- -------_....- --------- -----_._- -------- ----~~------ DRY DETENTIOl'lIN POND 2 .163 12.0000 .91 DRY DETENTION1N POND 10 .399 12.0000 2.17 DRY DETENTIONIN POND 25 .545 12.0000 2.90 DRY DETENTION1N POND 50 .681 12.0000 3.57 DRY DETENT ION IN POND 100 .844 12.0000 4.35 DRY DETENTION OUT POND 2 .163 14.2500 .09 743.00 ,097 DRY DETENTION OUT POND 10 .399 16.8500 .15 743.80 .268 DRY DETENTION OUT POND 25 .545 14.5000 .25 744.08 .362 DRY DETENT ION OUT POND 50 .681 14.3500 .33 744.33 .452 DRY DETENTIONOUT POND 100 .844 14. .5000 .39 744.64 .565 *GRAY ROAD JCT 2 .163 14.2500 .09 *GRAY ROAD JCT 10 .399 16.8500 .15 *GP~lI.Y ROAD JCT 25 .545 14. .5000 .25 *GR..l\Y ROAD JeT 50 .681 14.3500 .33 "'GRAY ROAD JeT 100 .844 14.5000 .39 u o u u u u D D o u SIN: F21B05A2EIC9 pondpack Ver. 9.0046 Paul I. Cripe Inc Time: 5:50 PM Date: 5/14/2008 D u Type.... Master Network summary Page 1.02 Name.... Watershed File.. ,.. O:\1999\9904S8\10700\cales\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW u M-~STER NETWORK SUMMARY 8es Unit Hydrograph Method u (*Node=Outfall, +Node=Diversion;) (Trun= HYG Truncacion: Blank=None; L=Left; R=Rt; LR=Left&Rt) u Max Return HYG Vol Qpeak Qpeak Max WSSL Pond Storage Node 10 Type Event ae-ft Trun hrs cfs ft ac-ft ---~------------- -----~~--- -~------- -------- -------- ------------ SALT BARN AREA 2 .163 12.0000 .91 SALT BARN AREA 10 .399 12.0000 2.17 SALT BARN AREA 25 .545 12.0000 2.90 SALT BARN AREA 50 .681 12.0000 3.57 SALT BARN AREA 100 .844 12.0000 4.35 u u u u u u u u u u u lJ o 1---' U S!N: F21B05A2EIC9 pandpaek Ver. 9.0046 Paul I. Cripe Ine Time: 5:50 PM. Date: 5/14/2008 o ---_._~-_._-_._----, -, .__._~-- - - .-_.---- ~-_.~~_._.._-----_.,- -------------- [1 U Type.... Design Sto~ms Name.... Hamilton County Page 2.01 o File.... O:\l999\990488\10700\calcs\Engr\Detention\Final\ Title... project Date: 4/24/2008 Project Engineer: glewis Project Title: Carmel-East Salt p~oject Comments: u Design Storm File,ID - DESIGN STORMS SUMMARY IJ Storm Tag Name ~ 2 ----------~~-------------------------------------~~-~-----~~---------- Hamilton County u Data Type, File, ID ~ Storm Frequency Total Rainfall Depth~ Duration Multiplier ~ Resulting Duration Resulting start Time= o Storm Tag Name ---------------~~----------~~~---------------------------------~------ Hamilton County D Data Type, File, ID = Storm Frequency Total Rainfall Depth~ Duration Multiplier = Resulting Du~ation Resulting Start Time- [j Storm Tag Name ~ 25 ---------------------------------------------------------------------- Hamilton County D Data Type, File, ID = Storm Frequency Total Rainfall Depth= Duration Multiplier ~ Resulting Du~ation Resulting Start Time= D Storm Tag Name = 50 Synthetic Storm 2 yr 2.2500 in 1 24.0000 hrs .0000 hrs Step= ~ 10 Synthetic Storm 10 yr: 3.8300 in 1 24.0000 hrs .0000 hrs Step= Synthetic Storm 25 yr 4.7200 in 1 24.0000 h~s .0000 hrs Step= Hamilton County 1.2000 hrs End= 24.0000 hrs 1.2000 hrs End= 24.0000 hrs 1.2000 hrs End= 24.0000 h~s ---------------------------------------------------------------------- Hamilton County o Data Type, File, ID ~ storm Frequency Total Rainfall Depth= Duration Multiplier ~ Resulting Duration Resulting Start Time= u u Storm Tag Name --------~----------------------------~-------------------------------- Hamilton County u Data Type, File, ID = Storm Frequency Total Rainfall Depth= Duration Multiplier = Resulting DuratiOn Resulting Sta~t Time= D u o u SIN: F21E05A2EIC9 PondPack Ver. 9.0046 lJ synthetic Storm 50 y~ 5.5200 in 1 24.0000 hrs .0000 hrs Step= = 100 Synthetic Storm 100 yr 6.4600 in 1 24.0000 hrs .0000 hrs Step= 1.2000 h~s End= 24.0000 hrs 1.2000 hrs End= 24.0000 hrs Paul I. C~ipe Iuc Time: 5:50 PM Date; 5/14/200B Type.... Te Cales Name.... SALT BARN ?age 3.01 File.... O:\1999\990488\10700\cales\Eng~\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW .......................0............ _. _.0.................................. I........,......... .'................ I................................ j.... TIME OF CONCENTRATION CALCULATOR ..,.............,............................................... "'...'.... ...................................................'....................... . ------------------------------------~---------~~------------------------ Segment #1: Tc: TR-55 Sheet Mannings n Hyd~aulie Length 2yr, 24h~ P Slope .2000 50.00 ft 2.6400 in .010000 ft/ft Avg.Velocity .08 ft/see segment #1 Time: .1715 hrs ----------~~---------------------~-----------~-------------------------- segment #2; Tc: TR-55 Shallow Hydraulic Length Slope Unpaved 250.00 ft .010000 ft/ft Avg.Velocity 1. 61 ft/see Segment #2 Time: .0430 hrs -------------------~---------------------------------------------~------ ===========~~======~===~= Total Tc: .2146 hrs S/N: F21B05A2E1C9 pondPack Ver. 9.0046 Paul I. Cripe Inc Time: 5:50 PM Date: 5/14./2008 u Type.... Tc Cales Name. . .. SALT BARN Page 3.02 File.... O:\1999\990486\10700\calcs\gugr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW J -------------~~-------~-~----------------------------~~----------------- To Equations used... --~------------~---------------------------~---------------------------- o ses TF-S5 Sheet Flow ~~~~~~===============================~======= To = (.007 * ((n " Lf)HO.8)) I ((PH.5) * (SfH.4)) o "1 U Where: Tc Time of conoentration, hrs n = Mannings n Lf Flow length, ft P 2yr, 24hr Rain depth, inches Sf Sloper % ses TR-55 Sha.llow Concentrated Flow ====~=========================~ [J Unpaved surface: v = 16.1345 * (Sf**O.5i o Paved surface: V 20.3282 * (Sf**O.5) Tc (Lf I V) I (3600sec/hr) u Where: V = Velocity, ft/sec Sf = Sloper it/it To Time of concentration, hrs Lf = Flow length, ft u u u o o o D o u o SIN: F21B05A2EIC9 PondPaek Ver. 9.0046 Paul I. Cripe Inc Tine: 5:50 PM Date; 5/14/2008 u r 1 U Type.... Runoff CN-Area Name..., SALT BARN Page 4.01 File. ... O:\1999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARND~YDETENTION.PPW u RUNOFF CURVE NUMBER DATA .. .. .. ~ . . .. .. .. . . .. .. .. . . . .. . . . .. . . . . .. .. .. .. . . . . .. .. .. .. .. .. .. . .. . . . I I .. . .. . .. , .. . . .. . .. .. .. . . .. .. .. . .. . .. .. .. . .......................,........ L...................... 0................ -. -....,............................ u ------~~~------------------~------------~-------------------~~~-~--------- u Soil/Surface Description CN Area acres Impervious Adjustment %C %DC Adjusted CN Impervious Areas - Paved parking 10 98 Open spaCe (LawnS,parks etc.) - Goo 74 ,830 1.410 98.00 74.00 o COMPOSITE AREA & WEIGHTED eN ---> 2,240 82.89 (83) ...........................,............. ow....................................................,.............................. .. .. .. .. .. . .. . .. .. .. . .. . .. . .. .. . .. .. .. - .. I .. .. . .. .. . .. .. . .. .. .. .. .. . .. .. .. .. .. .. .. .. . . . . . . . . . . . . . . . . ~ . . . . . . . .' . .. u u u u u u u u u u u o [j SIN: F21B05A2E1C9 PondPack Ver. 9.0046 Paul T. Cripe Inc Time: 5:50 PM Date: 5/14/2008 u u Type.... Vol: Elev-Area Name.... DRY DETENTION Page 5.01 File.... O:\l999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW u Elevation (ft) Planimeter (sq.inl Area Al+F2tsqr(A1*A2) (acres) (acres) volume (ac-ft) Volume Sum (ac-ft) -------------------~~----------~~-~-----------------------~---------~--- u u 741. 00 .0000 .0000 .000 .000 742.00 .0407 .0413 .014 .014 743.00 .1360 .2510 .084 .097 744.00 .3506 .7049 .235 .332 745.00 .3940 1.1162 .372 .704 POND VOLOME EQUATIONS u * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-ELl) * (Areal + Area2 t sq.rt. (Areal*Area2)) o where: ELI, 8L2 Areal, Area2 Volume = Lower and upper elevations of the increment Areas computed for ELI, EL2, respectively = Incremental volume between ELl and EL2 o 11 U u u u u o o u o u SIN: F21BD5A2EIC9 pondPack Ver. 9.0046 Paul I. Cripe Inc Time: 5:50 PM Date: 5/14/2008 D u u Type.... Outlet Input Data Name.... Outlet 2 Page 6.01 File.... O:\1999\9904B8\10700\calcs\Engr\Dete~tion\Final\CARMELSALTBARNDRYDETENTION.PPW o REQUESTED POND WS ELEVATIONS: u Min. Elev.= Increment = May.. Elev. = 741.00 it .25 ft 745.00 ft u +~+*********************.*******.************* OUTLET CONNECTIVITY **********k***~******************~**+********* 1 U ---> Forward Flow Only (UpStream to DnStream) <--- Reverse ?low Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed u Structure No. Outfall E1, ft E2, ft -----~----------- ------- --------- _._-~----- Orifice-Circular 3 ---> TW 743.800 745.000 Orifice-Circular 2 ---> TW 742.620 745.000 Orifice-Circular 1 ---> TW 741. 000 745.000 TW SETUP, DS Channel u o o o u u u D u D u u S!N: F21B05A2ElC9 pondPack Ver. 9.0046 paul I. Cripe Ine Time: 5:50 PM Date: 5/14/2008 lJ u Type.... Outlet Input Data Name.... Outlet 2 page 6.02 File.... O:\1999\990488\10700\calcs\Engr\DetentiDn\Final\CA~~ELSALTBARNDRYDETENTION.PPW u OUTLET STRUCTURE INPUT DATA u Structure ID Struct".tre Type u # of Openings Invert Elev. Diameter Orifice Coeff. J Structure ID Structure Type u # of Openings Invert Elev. 'Diameter Orifice Coeff. u u Structure ID Structure Type u # of Openings Invert Elev. Diameter Orifice Coet!. u Structure ID Structure Type = 3 = Orifice-Circular 1 743.80 ft .2500 ft .600 = 2 = Orifice-circular 1 742 . 62 ft .1670 ft .600 " 1 = Orifice-Circular 1 74l. 00 ft .0833 ft .600 = TW = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED u CONVERGENCE TOLERANCES... Maximum Iterations= 3D Min. TW tolerance .01 f"~ -'-- Max. TW tolerance .01 ft Min. air/ tolerance .01 it Max. HW tolerance .01 ft Min. a tolerance = .10 cfs Max. Q tolerance .10 cis u u u o [J u u SiN: F21B05A2E1C9 PcndPack Ver. 9.0046 u paul I. Cdpe Inc Time: 5:50 PM Date: 5/14/2008 .----, J Type. . . . Individual outlet Curves Name.." Outlet 2 Page 6.03 File. ... O:\1999\9904B8\10700\calcs\Engr\Detention\Fina1\CARMELSALTBARNDRYDETENTION.PPW u RATING TABLE FOR ONE OOTLET TYPE u 3tructure ID = 3 (Orifice-Circular) Upstream ID (pond Water Surface) DNstrearn ID = TW (Fond Outfall) u D IoIS E1ev,Device Q Tail ,~ater Notes ----~----------- --------------- ----------~---------~~~-~- WS Elev. Q TN Elev Converge it cfs ft +/-ft Computation Messages -------- ~------ -------- ---------~~--------------- 741. 00 .00 Free Outfall HW & TW below invert 741.25 .00 Free Outfall HVI & TW below invert 741. 50 .00 Free Outfall HW & TW below invert 741. 75 .00 Free Outfall HW & TN below invert 742.00 .00 Free Outfall Hvl & TN below invert 742.25 .00 Free Outfall HW & TW below invert 742.50 .00 Free Outfall HW & TW below invert 742.62 .00 Free Outfall HW & TN belol, invert 742.75 .00 Free Outfall HI'/ & TW below invert 743.00 .00 Free Outfall HW & TW below invert 743.25 .00 Free Outfall HW & TW below invert 743.50 .00 Free Outfall Ht~ & TN belm, invert 743.75 .00 Free Outfall HW & TW belolO/ invert 743.80 .00 Free Outfall Upstream EW & DNstream TW < Inv.El 744.00 .06 Free Outfall CRIT.DEPTH CONTROL Vh= .059ft Dc:r= . 141ft GRIT.DEPTH 744.25 .13 Free Outfall H =.33 744.50 .18 Free Outfall H =.58 744.75 .21 Free Outfall H =.83 745.00 .24 Free Outfall H =1.08 u u u o [J u u u D u D u SiN: F21B05A2EIC9 PondPack Ver. 9.0046 Paul I. Cripe Ine Time: 5:50 PM Date: 5/14/2008 o u u Type.... Individual outlet Curves Name.... Outlet 2 Page 6.04 File.... O:\1999\990483\10700\calcs\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW o RATING TABLE FOR ONE OUTLET TYPE Structure ID = 2 (Orifice-Circular) D Upstream ID DNstream ID (Pond water Surface) = TW (Pond Outfall) u u WS Elev, Device Q Tail Water Notes ---------------- --~-----~------ -------------------------- WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages -------- ------- --~----- -~-~---------------------- 741.00 .00 Free Outfall HW & TW below invert 741. 25 .00 Free Outfall HW & TW below invert 741.50 .00 Free Outfall HW & TW below invert 741.75 .00 Free Outfall HW & TW below invert .742.00 .00 Free OUtfall HW & TW below invert 742.25 .00 Free Outfall HW & TW below invert 742.50 .00 Free Outfall HW & TW below invert 742. 62 .00 Free Outfall Upstream HW & DNstream TW < Inv.EI 742.75 .02 Free Outfall CRIT.DEPTH CONTROL vh~ .037ft Dcr-~ . 0 9 4ft CRIT.DEPTH 743.00 .06 Free Outfall H ~. 30 7113.25 .08 Fr-ee Outfall H =.55 743.50 .09 Free Outfall H =.80 743.75 .11 Free Dutfall H =1. 05 743.80 .11 Free Outfall H =1. 10 744.00 .12 Free Outfall H =1. 30 744.25 .13 Free Outfall H =1. 55 744.50 .14 Free Outfall H =1.80 744.75 .15 Free Outfall H =2.05 745.00 .16 Free Outfall H =2.30 J u u o o u u u D u u u o SIN: F21BD5A2EIC9 Pond?ack Ver. 9.0046 Paul I. Cripe Inc Time: 5:50 PM Date: 5/14/2008 u u Type. .._ Individual Outlet Curves Name. . .. O.ltlet 2 Page 6.05 File.... O:\1999\9904B8\10700\calcs\Engr\Decention\Final\CARMELSALTBARNDRYDETENTION.PPW D RATING TABLE FOR ONE OUTLET TYPE o Structure ID - 1 (Orifice-Circular) Upstream ID DNstream ID (Pond Water Surface) = TW (?ond Outfall) o u WS.Elev,Device Q Tail Water Notes ----------_........--- -~....._----------- --------------~~-~--~----- WS Elav. Q T~l Elev Converge ft cfs ft +I-ft Computation Messages --~----- -----~~ ------~- -----------~~~~~---------- 741.00 .00 Free Outfall UpstJ;eam HW & DNstream Tl~ < Inv.El 741.25 .01 Free Outfall H =.21 741.50 .02 Free Outfall H =.46 741.75 .02 Free Outfall H =.71 742.00 .03 Free Outfall H =.96 742.25 .03 Free Outfall H -1. 21 742.50 .03 Free Outfall H =1. 46 742.62 .03 Free Outfall H =1.58 742.75 .03 Free Outfall H =1.71 743.00 .04 Free Outfall H =1. 96 743.25 .04 Free Outfall H =2.21 743.50 .04 Free Outfall H =2.46 743.75 .04 Free Outfall H -2.71 743.80 .04 Free Outfall H =2.76 744.00 .05 Free Outfall H =2.96 744.25 .05 Tree Outfall H =3.21 744.50 .05 Free Outfall H =3. ~6 744.75 .05 Free Outfall H =3.71 745.00 .05 Free Dutfall H =3.96 u u u u u u D [J u [J [J u SiN: F21BOSA2E1C9 PondPack Ver. 9.0046 Paul I. Cripe Inc Time: 5:50 PM Date: 5/14/2008 u u u Type. . .. Composite Rating Curve Name.... Dutlet 2 page 6.05 u File. ... O:\1999\990488\10700\calcs\Engr\Detention\Final\CA.RMELSALTBARNDRYDETENTION.PPW u WS Elev, Total Q ***** COMPOSITE OUTFLOW SUMMARY **** Notes Elev. Q ft cfs u 741.00 .00 741.25 .01 741.50 .02 741.75 .02 742.00 .03 742.25 .03 742.50 .03 742.62 .03 742.75 .05 743.00 .09 743.25 .12 743.50 .14 743.75 .15 743.80 .15 744.00 .22 744.25 .31 744.50 .37 744.75 .42 745.00 .46 u u o D u u [J o o o u u u SiN: F21B05A2E1C9 pondpack Ver. 9.0046 u u TW Elev ft converge Error +I-ft Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall -"ree Outfall Free Outfall Free Outfall Free Outfall "res Outfall Free Outfall Free Outfall Free Outfall Free Outfall Contributing Structures None contributing 1 1 1 1 1 1 1 2 +1 2 +1 2 +1 2 +1 2 +1 2 +1 3 +2 +1 3 +2 +1 3 +2 +1 3 +2 +1 3 +2 +1 Paul I. Cripe Inc Time: 5:50 PM Date: 5/14/2008 u Appendix A Index of Starting Page Numbers for ID N~rnes u ----- D DRY DETENTION... 5.01 o ----- H ----- Hamilton County.., 2.01 ----- 0 ----- Outlet 2... 6.01, 6.03, 6.06 u ----- s ----- SALT BARN.,. 3.01, 4.01 ----- w ----- Watershed.,. 1.01 u u u D u u u D o [J u u u o S/N~ F21B05A2E1C9 PondPack Ver. 9.0046 u Paul r. cripe rue Time: 5:50 PM A-I Date: 5/14/2008 u o u U D o U U o U U U U [J U U U U U APPENDIX C Water Quality Analysis 0:\1999\990488\1 07DO\docs\Engr\Reports\Drainage Report5-14-0B,doc Ll o u u o o [J [J U o U U U U U [J [j u u I 1 I I --1-1- .-1- ~ - -=~ == . -r -j~ . - r- ue---- L- I _1U.11 r I ~ =1...:1.,\ LJ.,.,'_.Jc:L. 1_ Oc. I" I I _I ILLL I I I 1-,---1- }Ii \ f'" I.... ':"1,1 1 v~ I ~ . I IT I I 1 I I - ._.i ; I -1-- -+ -~ + .- -H- _L J~ '1- -- -- -- - - - ++ ... -. - -, ------- +- _n --f- =t...... itif'-m d:: jl(: 1'- -. ....:-" 1 L_ -+ r -- - . 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O:\1999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARNBMPSWALE.PPW o MASTER DESIGN STORM SUMMARY Network Storm eoll~ction: Hamilton County u o Return Event Total Depth in Rainfall Type' RNF ID 100 1. 0000 Synthetic Curve Hamilton County o MASTER NETWORK SUMMARY 'ses Unit Hydrograph Method [J (*Node~outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) u Max ReturIJ HYG Vol Qpeak Qpeak Max WSEL Pond storage Node IV Type Event ac-ft Trun hrs cfs ft ac-ft ---~~-~---------- ~-------~- --------- --------- -------- --~-----~~~- *OUT 10 JeT 100 .067 13.0000 .03 POND 10 IN POND 100 .067 12.0000 .40 - POND 10 OUT POND 100 .067 13.0000 .03 742.45 .040 SUBAREA 10 AREA 100 .067 12.0000 .40 u u u O.40c{) t(D~ ~ c:..0:= 9z.- ~~~ c..cJLJcd~r.W u U L,\ A;~ J-€-- D n U u D u u u SIN: F21305A2EIC9 pondpack ver. 9.0046 Paul I. 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" Master Network summary Page 1.01 Narne.... watershed File. . .. 0: \1999 \990488\1 07 00 \calcs\Engr\Detention\PRELIM_POND SrzETE8T. PPW u MASTER DES IGN STORJ:1 SUMMARY Network Storm Collection: Hamilton County u u Return Event Total Depth in Rainfall Type RNF ID 100 1.6400 Synthetic Curve Hamilton County o MASTER NETWORK SUMMARY 5es unit Hydrograph Method u (*Node=Outfall; +Node=Diver~ion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) u M.ax Return RYG Vol Qpeak Qpsal: Max WSEL Pond Storage Node 1D Type Event .ac-ft Trun hI~ cfs ft ae-ft ---------~------- --~------- --------~ -------- -------- ------------- "OUT 10 JeT 100 .086 13.0000 .03 POND 10 IN POND 100 .086 12.0000 .48 POND 10 OUT POND 100 ~ 13.0000 .03 742.62 .054 SUBAREA 10 AREA 100 .086 12.0000 .48 u u o u A+ I WDIo W Q..V o. O~S~ Ptc:-- rr u u r- , U u o u o 8/N: F21B05A2E1C9 PondPsck Ver. 9.0046 Faul I. Cripel Inc Time: 5:23 PM Date: 5/13/200B i' U u Type.... Time vs. Volume Page 10.01 Name. . .. POND 10 OUT Tag: 100 Event ~ 100 yr File.... O:\1999\990438\10700\calcs\Engr\Detention\PREL1M_POND_SIZETEST.PPW Storm. .. Hamilton County Tag: 100 o TIME VB. VOLUME [ac-ft) r" LJ Time Output Time increment = .0500 hra hrs ! Time on left represents time for first value in each row. ---------I----------------------~--------------------------------------- u 10.9000 11.1500 11.4000 11.6500 11.9000 12.1500 12.4000 12.6500 12.9000 13.1500 13.4000 13.6500 13.9000 14 . 1500 14 . 4000 14 . 6500 14 . 9000 15.1500 15.4000 15.6500 15.9000 16.1500 16.4000 16.6500 16.9000 17 .1500 17.4000 17.6500 17.9000 18.1500 18.4000 18.6500 18.9000 19.1500 19.4000 19.6500 19.9000 20.1500 20.4000 20.6500 20.9000 21 .1500 21. 4000 ,----, U u lJ u u u u u u u D o u u SiN: ~21B05A2E1C9 pondpack Ver. 9.0046 u .000 .000 .003 .008 .016 .025 .029 .032 .036 .040 .043 .045 .046 .047 .048 .049 .050 .050 .050 .051 .051 .051 .052 .052 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .054 .054 .054 .054 .054 .054 .000 ..001 .004 .009 .017 .026 .030 .033 .036 .040 .044 . D45 .046 .047 .049 .049 .D5D .050 .050 .051 ,051 .052 .052 .052 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .054 .054 .054 .054 .054 .054 .000 . DOl .005 .011 .019 .027 .030 .034 .037 .041 .044 .045 .046 .048 .049 .049 .050 .050 .051 .051 .051 .052 .052 .052 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .054 .054 .054 .054 .054 .054 Paul I. Cripe Inc Time: 5:24 PM .000 .002 .006 .013 .021 .028 .031 .034 .038 .042 .044 .045 .047 .048 .049 .050 .050 .050 .051 .D51 .051 .052 .052 .052 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .054 .054 .054 .054 .054 .054 .000 .002 .007 .014 .023 .0.28 .032 .035 .039 .043 .044 .046 .047 .048 .049 .050 .050 .050 .051 .051 .051 .052 ,052 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .053 .054 .054 .054 .054 .054 .054 .054 Date: 5/13/2008 U Type... . Time vs. volume page 10.02 Name... . POND 10 OUT Tag: 100 Event: 100 yr File... . O:\1999\990488\10700\eales\Engr\Oetention\PRELIM_POND_SIZETEST.PPW Storm... Hamilton county Tag: 100 U TINE vs. VOLUME (ac-ft) Time I output Time increment ~ .0500. hrs hrs I Time on left represents time for first value in each rm;. lJ ---------1-------------------------------------------------------------- 21.6500 .054 .054 .054 .054 .054 21. 9000 .054 .054 .054 .054 .054 22.1500 .054 .054 .053 .053 .053 U 22.4000 .053 .053 .053 .053 .053 22.6500 .053 .053 .053 .053 .053 22.9000 .053 .053 .053 .053 .052 23.1500 .052 .052 .052 .052 .052 23.4000 .052 .052 .052 .052 .052 U 23.6500 .052 .052 .052 .052 .052 23.9000 .052 .052 .051 .051 .051 24.1500 .051 .051 .051 .051 .051 24.4000 .051 .051 .050 .050 ..050 U 24.6500 .050 .050 .050 .050 .050 24.9000 .049 .049 .049 .049 .049 25.1500 .049 .049 .049 .048 .048 25.4000 .048 .048 .048 .048 .048 25.6500 .048 .047 .047 .047 .047 J 25.9000 .047 .047 .047 .047 .047 26.1500 .046 .046 .046 .046 .046 26.4000 .046 .046 .046 .045 .045 26.6500 .045 .045 .045 .045 .045 26.9000 .045 .045 .044 .044 .044 U 27.1500 .044 .044 .044 .044 .044 27.4000 .043 .043 .043 .043 .043 27.6500 .043 .043 .042 .042 .042 27.9000 .042 .042 .042 .041 .041 J 28.1500 .041 .041 .041 .041 .041 28.4000 .040 .040 .040 .040 .040 28.6500 .040 .040 .039 .039 .039 28.9000 .039 .039 .039 .039 .039 29.1500 .038 .038 .038 .038 .038 U 29.4000 .038 .038 .037 .037 .037 29.6500 .037 .037 .037 .037 .036 29.9000 .036 .036 .036 .036 .036 30.1500 .036 .036 .035 .035 .035 0 30.4000 .035 .035 .035 .035 .035 30.6500 .034 .034 .034 .034 .034 30.9000 .034 .034 .034 .033 .033 31.1500 .033 .033 .033 .033 .033 31. 4000 .033 .032 .032 .032 .032 0 31.6500 .032 .032 .032 .032 .032 31.9000 .031 .031 .031 .031 .031 32.1500 .031 .031 .031 .030 .030 32.4000 .030 .030 .030 .030 .030 U MD {2.... If... -ri(A-0 '5'0 "/i:> It-l PONb ~ FT"e...L.- \ "2- Hf2-~ . U [J U 0 SIN: F21B05A2E1C9 ?au1 I. Cripe' Ine lJ pondPack Ver. 9.0046 Time: 5:24 PM Date: 5/1312008 0 u Type.... Time vs. Volume Page 10.03 Name. .... POND 10 OUT Tag: 100 Event: 100 yr ~ile.... Q:\1999\99048S\10700\calcs\Engr\Detentior-\PRELIM POND SIZETEST.PPW Storm. .. Hamilton County Tag: 100 - - u TIME vs. VOLUME (ac-ft) o Time OLltput Tim~ increment ; .0500 hrs hrs I Time on left represents ~ime for first value in each row. ---------I----------------~--------------------------------------------- u 32.6500 I 32.9000 33.1500 33.4000 33.6500 33.9000 3~.1500 34.4000 3~.6500 3~.9000 35.1500 35.4000 35.6500 35.9000 36.1500 36.4000 36.6500 36.9000 37.1500 37.4000 37.6500 37.9000 38.1500 38.4000 38.6500 38.9000 39.1500 39.4000 39.6500 39.9000 40.1500 40.4000 40.6500 40.9000 41.1500 41.4000 41. 6500 41.9000 42,1500 ..2.4000 42.6500 42.9000 43.1500 43.4000 u u o u o D o [j u u u u o u SIN: F21B05A2EIC9 pondpack Ver. 9.0046 u .030 .029 ,029 .028 .028 .027 .027 .026 .025 .025 .024 .023 .023 .022 .021 .021 .020 .020 .019 .018 .018 .017 .017 .016 .016 .015 .015 .015 .014 .014 .013 .012 .012 .011 .011 .010 .009 .009 .009 .008 .008 .007 ,007 .006 .030 .029 .029 .028 .027 .027 .026 .026 .025 .024 .024 .023 .022 .022 .021 .021 .020 .019 .019 .018 .018 .017 .017 .016 .016 .015 .015 .014 .014 .013 .013 .012 .012 .011 .010 .010 .009 .009 .008 .008 .008 .007 .007 .005 .029 .029 .028 .028 .027 .027 .026 .026 .025 .024 .024 .023 .022 .022 .021 .021 .020 .019 .019 .018 .018 .017 .017 .016 .016 .015 .015 .014 .014 .013 .013 .012 .011 .011 .010 .010 .009 .009 .008 .008 .007 .007 .007 .006 Paul I. C=ipe Inc Time: 5:24 PM .029 .029 .028 .028 .027 .027 ,026 .026 .025 .024 .023 ,023 .022 .022 .021 .020 .020 .019 .019 .018 .018 .017 .017 .016 .016 .015 .015 .014 .014 .013 .013 .012 .011 .011 .010 .010 .009 .009 .008 .008 .007 .007 .007 .006 .029 .029 .02E .028 .027 .027 .026 .025 .025 .024 .023 .023 .022 .021 .021 .020 .020 .019 .019 .018 .018 .017 .017 .016 .016 .015 .015 .014 .014 .013 .012 .012 .011 .011 .010 .010 .009 .009 .008 .008 .007 .007 .007 .006 Date: 5/13/2008 o Type.... Time vs. Volume Page 10.04 NamE.. .. POND 10 OUT T39: 100 Event: 100 yr File.... O:\1999\990488\10700\calcs\Eng~\Detention\PRELIM_POND_SIZETEST.PPW Storm... Hamilton County Tag: 100 u TIME vs. VOLUME (ac-ft) u Time I Output Time increment ~ .0500 hrs hrs 1 Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- 43.6500 1 .006 .006 .006 .006 .006 43.9000 I .006 .006 .005 .005 .005 44.1500 .005' .005 .005 .005 ,DOS 44.4000 .005 .004 .004 .004 .004 44.6500 .004 .004 .004 .004 .004 44.9000 .004 ,004 .003 .003 .003 45.1500 .003 .003 .003 .003 .003 45.4000. .003 .003 .003 .003 .003 45.6500 .003 .002 .002 .002 .002 45.9000 .002 .002 .002 ,002 .002 46.1500 .002 .C02 .002 .002 .002 46.4000 .002 .COl .001 .001 .001 46.6500 .001 .001 .001 .001 .001 46.9000 .001 .001 .001 .001 .001 47.1500..J .001 .000 .000 .000 .000 47.4000 I .000 .000 .000 .000 .000 47.6500 I .000 .000 .000 .000 .000 47.9000 I .000 .000 u o u u - PuLA-v,.) DDLA,) ~ -n t>-A.E-. [J 41. IS - I ~Y\f2-::: ':3 4-. I '"S f-\ e.- D J ~6.-I~ ~ 'l- ~ \A. cz.- ~ 4 g H. i2- So o u o u 'l LJ 'J u u SIN: F21B05A2ElC9 pondPack Ver. 9.0046 paul I. Cripe Inc Tima: 5:24 PM Date: 5/13/2008 o o