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Stormwater Report O'Reilly Redevelopment Project 682 Glen Street Town of Queensbury Warren County, New York DATED: 5/15/17 REVISED: 01/10/18 Drainage Report Prepared by Bohler Engineering MA, LLC. Introduction The applicant (O'Reilly Auto Enterprises, LLC) is proposing to redevelop the site at 682 Glen Street by constructing a new ±7,500 sf, 1 story, auto parts retail store in the Town of Queensbury. The site is located to the easterly corner of the intersection of Glen Street (NYS Route 9) and Glendale Drive. The tax parcel upon which the store is proposed is referred to as 302.7-1-28 This report will briefly discuss the proposed site improvements and provide an analysis of the existing and proposed site conditions. Hydraulic calculations included in this report were generated for the 1, 10, 50, and 100-year storm events utilizing the SCS TR-20 and HydroCad Stormwater modeling software. Existing Stormwater Conditions The parcel is approximately ±0.76 acres and is an existing non-conforming lot in the Cl district as the zoning regulations require a lot to have a minimum area of I acre with a minimum width of 150' (148.25' existing). The site is currently occupied by a ±2,500 sf, I story restaurant (Fx3, Fast Fit Food) and is served by municipal water and sewer, and gas and electric by National Grid. The existing use provides 39 parking stalls in a parking lot which is accessible through an existing curb cut on Glen Street and an additional driveway along Glendale Avenue. A portion of the easterly corner of the lot lies within a 100' Wetland Buffer to a federal wetland which has been delineated by the project ecologist. The existing site has been analyzed for stormwater runoff quantity control. The site contains one watershed tributary to Halfway Creek which has been broken up into two subcatchments designated as E-IA and E-IB for analysis purposes. Watershed E-IA contains a portion of the front of the site, and a portion of the existing building. Stormwater from E-IA sheet flows overland to the storm sewer system within Glen Street. The storm sewer discharges to Halfway Creek about ±220 feet to the south east. Stormwater from watershed area E-IB sheet flows to the adjoining property to the south east. The adjoining parcel, which is currently developed as an Enterprise Car Rental, contains a drainage swale that directs stormwater in an easterly direction to Halfway Creek behind the Enterprise site. Existing catch basin in the NYSDOT right of way on Glen street has been used as the design point for E-IA. The design point for E-IB is designated as the easterly corner of the property. The existing watershed areas and topography are illustrated on the Existing Drainage Tributary Map included on the next page of this report. b b II 3 III ,I II II II W I 3 °ryj I h � �. or I ----- -------------------------- --77- ---------------------- t —-- —----- —. SI �� � I ________ 4/1 _ u I a _CO Oa 2 �i n Z � � I II _, � I o � I L a a - �, I I ob< __ -- .._.__- i II -- _ U I ICD � Ho LU ,tNM OMf�� I I d 11WI1033dS ON-AtlN\4tl02111tlHd5tl) - mm� 971' (H1aI�N 3l9tlliltl� -_ Ip,T'�'I YL sLL JL��A�sLL JL�I / IIVy, '//IIII � I / r a _ rc�9�sa 3 I U'1 r 4rco IIII I Proposed Stormwater Conditions The proposed development has been designed to mimic the existing drainage patterns and reduce the discharge flow rate from the developed to redeveloped condition. The site contains one watershed tributary to Halfway Creek that has been divided into two subcatchments for analysis purposes, similar to the existing conditions, designated as P-IA and P-113. Stormwater from watershed area P-IA sheet flows overland to the existing storm sewer within Glen Street. Watershed P-IA consists of access drive, sidewalk and associated greenspace area in the right-of-way. It is expected that there will be a decrease in discharge rate and volume to the Glen Street storm sewer. Existing and proposed discharge rates and voumes for watershed P-IA can be found in the "Discharge Quantity (cfs) Summary Table" part of this report. HydroCAD modelling results for the watershed is also attached at the end of this report. Watershed P-113 is has been further divided into three drainage areas, namely P-113(1), P-113(2), and "Roof'. Stormwater from area P-113(2) pipe flows to a proposed onsite detention basin and detention area along the south east of the site to improve water quality, promote runoff reduction, and reduce peak flow discharge. Here, stormwater is conveyed through a perforated pipe (standpipe) to the existing structure within Glen Street. For larger storm events, stormwater overflows to the adjoining property in an area similar to existing conditions where stormwater is collected in an offsite swale and discharged to the adjoining wetlands. The basin is designed to release stormwater at a rate not to exceed pre-development conditions for the 1, 10, 50, and 100 year storms. Stormwater from "Roof' is collected through a network of roof drains and stormwater pipes and is then discharged through a level spreader to the existing overland drainage path along the south-easterly property boundary. Further, stormwater from parking and loading area along the north-east of the building (P-IB(1)), sheet flows into a curb cut and then overland flows directly to the design point. Included at the end of this report is HydroCAD modelling calculations and a quantity flow rate table that demonstrates quantity flows are being reduced to the adjoining property and Halfway Creek. The proposed watershed areas and topography are illustrated on the Proposed Drainage Tributary Map included on the next page of this report. t! F 0 ® � 9 I I I I 3 I ��II II \ 8 i h_2� II � o I &� 1 " i i f / o e' o -- i -- / s .- _.woe _ —_ a I ' _______�F�_ SII II N of II ' __ U LL LL Ul)-�_ ------ V3 II Ic00c rn ,� �._�' Qop000 -- �, / I / _ _ -4 1 o 11 to ¢ iii o = T U)_ �� ° nI�IIV 1 w ti -------- LL Ln M(p Q-I; Q C) NLO -- -err- ----- r 1 M iIW H LLQ � � MU) I 'n � dLLJ �I U)O ¢ I Z w I a cn Lu O w �e � � Lu _ i d9z o _ ��_ n__ __ _ — �, IN P, VI ( G 3,11w, H 311 V II .INM AlM— (431SOd 114`Ill 033d5 ON-AVMdNOil lIVHdSti) �Cl 171 (H101�N 3�8VIaHi\) ___ II a gar Conclusion The proposed redevelopment has been designed to release stormwater at a rate not to exceed pre-development conditions for the 1, 10, 50, and 100-year storm event as demonstrated in the table below. This is achieved primarily through the installation of a detention basin. The proposed stormwater management system, as designed, will serve to mitigate the effects of the development of the parcel, such that the proposed use will not adversely affect any downstream or adjacent properties. Discharge Rate cfs S mary Table Rainfall Watershed 1A Watershed 1B Event Existing Proposed Existing Proposed 1 Year 0.13 0.08 1.38 0.84 10 Year 0.40 0.21 2.73 1.57 50 Year 1 0.74 0.41 1 4.17 2.37 100 Year 0.94 1 0.53 1 4.97 1 3.16 Disc har e Volume acre-feet Summary Table Rainfall Watershed 1A Watershed 1B Event Existing Proposed Existing Proposed 1 Year 0.007 0.031 0.066 0.046 10 Year 0.019 0.068 0.135 0.088 50 Year 0.035 0.097 1 .212 0.150 100 Year 0.045 0.111 1 0.256 1 0.189 DP-1A E- 1A Pre Design Point 1A E-1 A DP-1B A N E- B Pre Design Point 1 B E-1 B Subcat Reach on Link Routing Diagram for Existing Prepared by Bohler Engineering, Printed 1/15/2018 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Existing Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.138 49 50-75% Grass cover, Fair, HSG A (E-1 A, E-1 B) 0.090 79 50-75% Grass cover, Fair, HSG C (E-1B) 0.086 98 Paved parking, HSG A (E-1A) 0.476 98 Paved parking, HSG C (E-1 B) 0.791 87 TOTAL AREA Existing Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.224 HSG A E-1A, E-11B 0.000 HSG B 0.566 HSG C E-1 1B 0.000 HSG D 0.000 Other 0.791 TOTAL AREA Existing Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.138 0.000 0.090 0.000 0.000 0.229 50-75% Grass cover, Fair E-1A, E-1 B 0.086 0.000 0.476 0.000 0.000 0.562 Paved parking E-1A, E-1 B 0.224 0.000 0.566 0.000 0.000 0.791 TOTAL AREA Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 5 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE-1A: E-1A Runoff Area=7,058 sf 53.12% Impervious Runoff Depth=0.48" Tc=6.0 min CN=75 Runoff=0.13 cfs 0.007 of SubcatchmentE-1 B: E-113 Runoff Area=27,386 sf 75.70% Impervious Runoff Depth=1.27' Tc=6.0 min CN=90 Runoff=1.38 cfs 0.066 of Reach DP-1A: Pre Design Point 1A Inflow=0.13 cfs 0.007 of Outflow=0.13 cfs 0.007 of Reach DP-1 B: Pre Design Point 1B Inflow=1.38 cfs 0.066 of Outflow=1.38 cfs 0.066 of Total Runoff Area = 0.791 ac Runoff Volume = 0.073 of Average Runoff Depth = 1.11" 28.93% Pervious = 0.229 ac 71.07% Impervious = 0.562 ac Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E-1A: E-1A Runoff = 0.13 cfs @ 11.99 hrs, Volume= 0.007 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 3,309 49 50-75% Grass cover, Fair, HSG A 3,749 98 Paved parking, HSG A 7,058 75 Weighted Average 3,309 46.88% Pervious Area 3,749 53.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E-1A: E-1A Hydrograph -r-1--1-t-t-t-t-r-r-1--1-t-t-t-t-r-r-r-1--1-t-�-+-t-r-r-1--1-t-t-t-t-r-r-r- 0.14 ■Runoff -----'-- 013 cfs ---- I I I 1 0.13 -1--1--1-J-L-L-L-L---'-- -J-1-L-L- ---'--'- - -L-L-L-L -' !r 0.12- 0.11-M , .12 0.11 A�I rV lQ A�/]�( -I--I--1-7-7-7 1--T-7- - - - -T-T-7-7- -1--1-7 R do O ff 6=7? 8'0 -t.'IT$- 0.1 9 0.09n� me 1000 - - w 0.08 Q 1 *1h�1 �, 1--r-1-r-r-r-r-r-r-1- -r-r-r-r-r-r-1--1-r-Au11 1Q1g�W 0-48111 0 0.07 ------------------- ------------------------------1 d",&O-Mlh-- LL I� 0.06 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1--1--1-J-1-1-i-L-'--'- -J-1-1-L-�-'--'--'-�-1-i-i-L-L-1--1-J-1- L -- 0.05 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TT-1- -r-r-r-r-r-r-1--1-r-r-r-r-r-r-r-l-r-r-r-r-r-r-r- 0.04 0.03 -1--1--1-J-L-L-L-L-'--'- J-L-L-L-L-'--'--'-L-L-L-L-L-L-1--1-J-1-L-L-L---'-- 0.02 -I- 1--1-t-t-t-t-r-r-1- -t-t-r-r-I--1--1-t- -t-t-r-r-1--1-t-t-t-t-r-rT- 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment E-1 B: E-1 B Runoff = 1.38 cfs @ 11.97 hrs, Volume= 0.066 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 2,721 49 50-75% Grass cover, Fair, HSG A 3,934 79 50-75% Grass cover, Fair, HSG C 20,731 98 Paved parking, HSG C 27,386 90 Weighted Average 6,655 24.30% Pervious Area 20,731 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E-1B: EAB Hydrograph ❑Runoff 1.38 cfs TYPIP 0 �4-hr 1 yr 'Rainfaill;=2.20 " rtoff ArVe&27�38f_0_ KL;nof'Vol L;MOO T000 Of w Ru�niotf'Depth=1.27" LL Tt"6.0 ftlih 0 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 8 Summary for Reach DP-1A: Pre Design Point 1A Inflow Area = 0.162 ac, 53.12% Impervious, Inflow Depth = 0.48" for lyr event Inflow = 0.13 cfs @ 11.99 hrs, Volume= 0.007 of Outflow = 0.13 cfs @ 11.99 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Pre Design Point 1A Hydrograph -r-I-y-t-r-r-I--I-rt-r-r-I-y-rt-+-r-r-I-y-rt-r-r-I--I-�-t-r-I--I-�-t-r-r-I-y- ■Inflow -'--'--'--' -'--'--'--' -'- '--'--'--'--'--'-'--'--'--'--'- '--'--'--'--'- '--'--'--'--'- ■Outflow 0.14 1 1 0.13 cfs V 0.13 -�--�-+-+-+-�--I- +-+-+-+-��--��- Area= I + #C1 oW Ares-=x}.1 - 0.12 -,-I- -, -,-, -, -, -I--I- 0.11 0.1 ----,-T-r-I--I--I-7- -7-7-T-r----7-7-r-r----7-T-r----7-T-r---I-7- 0.09 0.08-: -r--y-+-r-r---I-rt- -y-rt-+-r-r--y-rt-r-r-I--I- -+-r-I--I- -+-r-r-I-y- � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 0.07 0 LL ---- -1-L-----I-1-0.06-: I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.05 '/ ----1-1-L-L---'-1- J-1-1-L-1--1-J-1-L-L-1--1-1-1-L-1---1-1-L-1--'-J- 0.04 0.03 -I--I-I-t-r-----I-I- y-I-t-r----I-t-r-r---I- -t-r----I-T-r-I--I-y- 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 9 Summary for Reach DP-1 B: Pre Design Point 1 B Inflow Area = 0.629 ac, 75.70% Impervious, Inflow Depth = 1.27" for lyr event Inflow = 1.38 cfs @ 11.97 hrs, Volume= 0.066 of Outflow = 1.38 cfs @ 11.97 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1B: Pre Design Point 1B Hydrograph ❑Inflow 1.38 cfs ❑outflow Inflow 'IArie;3=0-629 ',46, ---- -+-+- ---I-�- -I--1--- -+- ---- -i-+-}- ---- -+- ------�-�- 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I p LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 10 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE-1A: E-1A Runoff Area=7,058 sf 53.12% Impervious Runoff Depth=1.40" Tc=6.0 min CN=75 Runoff=0.40 cfs 0.019 of SubcatchmentE-1 B: E-113 Runoff Area=27,386 sf 75.70% Impervious Runoff Depth=2.58" Tc=6.0 min CN=90 Runoff=2.73 cfs 0.135 of Reach DP-1A: Pre Design Point 1A Inflow=0.40 cfs 0.019 of Outflow=0.40 cfs 0.019 of Reach DP-1 B: Pre Design Point 1B Inflow=2.73 cfs 0.135 of Outflow=2.73 cfs 0.135 of Total Runoff Area = 0.791 ac Runoff Volume = 0.154 of Average Runoff Depth = 2.34" 28.93% Pervious = 0.229 ac 71.07% Impervious = 0.562 ac Existing Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment E-1A: E-1A Runoff = 0.40 cfs @ 11.98 hrs, Volume= 0.019 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 3,309 49 50-75% Grass cover, Fair, HSG A 3,749 98 Paved parking, HSG A 7,058 75 Weighted Average 3,309 46.88% Pervious Area 3,749 53.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E-1A: E-1A Hydrograph 0.44 -+-++-+-+-+-+-+-+----+-+-+-+-+-+------+-+-+-+-+-+-++-+-+-+-+-+-+-+- ■Runoff 0.42j --I--I- - -T-T 0.40 cfs T-T-T --I- -T-T- --I- T-T-T-T- T - 0.4 -------- - - - ----- --- - - - ------ - - - ---- 0.38 -J-1-L-L-L---'-- -J-1-L-L- ------L_L_L_L_L_+-" � ��_ - 0.36 ----+-+-+-+-+-+-+--- -+-+-+-+-+------+-+-1Qyr-Rai n1'afh�i64`,-- 0.34 -�----T-T-T-T-r-�1--�11-- - -T-T-r-r-��----T---+-r +-+-- - - -7-r-r-�-� i 0.32 -,--,--,--�,-?-?- �,----��--��- --��- - -----��--��--��- RUMO'f'A1'�-'7-058-t 0.3 -'--'--'-L-1-1-L-L-'--'- -1-1-1-L-L-'--1--'- -1-1-L-L-L-'--'-L-1- -L-L-'--'-- 0.28 -+-++-+-+-+-+-r-+-i- -+-+-+-r-+-++ + H��p + + 0.26 ----- � M••i•M ' -+ei� -1-7-T-T-T-I--I- -1-T-T-T-r------1-7-T-t r I--I-1-7-T-+-T-I--I-- 0.24 ------Ji- - - li-li-li-ii- -Ji_ - -li-li_ii_i-_ii_ii_I'Run�J7i7-IiDlieChr1.40" - ?� 0.22 -'--'--'-L-1-1-L-1-'--'- -L-1-1-L-L-'--1--'-1-1-+-L-L-L-'--'rT�- 1-1-L+-L-'-MM-'-- FL 0.2 0.18 ------ - - -+-r- -- - -+-+-r-r- -1--1 - -+-+- -r---- - - x----- 0.16 ---------------'--'- --'--' - '---------------------�__�__�__�_ - - 0.14 -1--1--1-1-1-1-1-1-1--1- -1-+-+-1-1-----1-1-1-+-+-1-1-1---1-1-1-+-1-1--I-- 0.12 -+-++-+-+-+-+-+-+-- -+-+-+-+-+-++-+-+-+-+-+-+-+-++-+-+-+-+-+-+-+- 0.1 -�-- -T-T-T-T-r- �-- -T-T-r-r-�---- - -T-r-+-+----T- -T-r-r-�-� 0.08 ------'--'--'-----'--'- -'--' -------------'--'-------------'--'--'-' 0.06 -1--1--1-1- - -+-1-1--1- -+-+-1-1-1--1--- - -+-+- - ----1- - -+-1-1--1-- 0.04 -+--+-+-+-+-+-+-+-i- -+-+-r------+-+-+-+-+-+--+-+-+-+-+-+-+-+- 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment E-1 B: E-1 B Runoff = 2.73 cfs @ 11.97 hrs, Volume= 0.135 af, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 2,721 49 50-75% Grass cover, Fair, HSG A 3,934 79 50-75% Grass cover, Fair, HSG C 20,731 98 Paved parking, HSG C 27,386 90 Weighted Average 6,655 24.30% Pervious Area 20,731 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E-1B: EAB Hydrograph 3 , 1 D Runoff I I I I I I I I 2.73 cfs I I I I I I I I I I I I I I I IP I I I f/y��I I SM I III III III III III III III III III III III III III III III III III III III III III I�ITY PI 0 � _hll 10yr IRainfa11;=3.164" Adee&V�386 V- 2 4�K O f11 1I 'I IVO'I)4 Mq= T 'I0'13$ Of w V Runoff IDlepth=2.58' LL Tt"6.0 ftlih -r-I--I---y-1-t-t-t-r - ---y-y-t-t-t-r-r------y-y-t-t-t-r - = 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 13 Summary for Reach DP-1A: Pre Design Point 1A Inflow Area = 0.162 ac, 53.12% Impervious, Inflow Depth = 1.40" for 10yr event Inflow = 0.40 cfs @ 11.98 hrs, Volume= 0.019 of Outflow = 0.40 cfs @ 11.98 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Pre Design Point 1A Hydrograph 1--1-y-+-r-r-1--1- - ---- -rt-+-r-1--1-y-rt-r-r-1--1-�-+-r-1--1-�-+-r-1--1-y- ■Inflow 0.44 --i-i- -i-i-- -r-i---1-------i------ -i ----------i-i--i- ■Outflow 0.42 - 0.40 cfs -- - - --- ------------ ----------- 0.4 Z -1--1-1-+-r-1--1--1- - - - -+-r-1--1- � � 1- - 1 uI- 0.38 - -1--1--1- 0.36 - - - 0.34 -1--1-1-+-r-1--1--1- - - - -+-r-1--1- -+-r-+-1--1- -+-+-1--1- -+-r-1--1- - 0.32 -1--1- - -,-1--1--1- - --1- - -,---1--1- -,-,-1--1- - -,-1--1- - -,-1--1--1- 0.3 -1-1-L-----'-1- _J-1_1-L-'--'-J-1-L-L-1--1-1-1-L----1-1-L-'--'- - 0.28 -++-+-+-+-+-1--1-+- -+-+-+-+-++-+-+-+-+-++-+-+-+-1-+-+-+-+-+-1-+- 0.26 -r-1-1-1-r-F---II-_F- - -T-T-T-I--I- -T-T-I- I-T-I- I-T-T-1 -1- - u 0.24 - -1-L-----'-1- -J-1-1-L-'--'-J-1-L-L-1--1-1-1-L----1-1-L-'--'- - 30.22 ° 0.2 ----1 r -1- - ---1-T- -T-T-T-T-1--1-T-T-T � � - -1--1-T-T- -1--1-T-T-r-1--1-T- LL 0.18 1-1-L-L-----'-1- J-1-L-L-'--'-J-1-L-L-1--1-1-1-L----1-1-L-'--'- - 0.16 ----+-+-+------+- +-+-+-+----+-+-+-+----+-+-+----+-+-+----+- 0.14 -1--1-T-T-r- ----T- T-T-r-r----T-T-r-I-----T-T-I- I-T-r - --7- 0.12 0.1 -I--1- -+- ---1--1-+- +-+- -I--1- -+-+-+---1-+-+-+---1-+-+- ---1-+- 0.08 -1--1-1-1-r-1-1--1-1- 1-r-r-1--1- -1-r-r-1--1-1-T-r-1--1-1-T-r- -1-1- 0.06 1 1 1 1 0.04 ---------------- ---------------------- -------- -------- 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP-1 B: Pre Design Point 1 B Inflow Area = 0.629 ac, 75.70% Impervious, Inflow Depth = 2.58" for 10yr event Inflow = 2.73 cfs @ 11.97 hrs, Volume= 0.135 of Outflow = 2.73 cfs @ 11.97 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1B: Pre Design Point 1B Hydrograph ❑Inflow 3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2.73 cfs ❑Outflow Inflow 'IAriea x-1629 Il46, 2 y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I p LL -r-I-r-r-t-r-r-I-r- -r-I--I-r-t-r-r-I-r-r-r-r-r-I--I-r-t-r-r-r-I-r-r- 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 50 Yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 15 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE-1A: E-1A Runoff Area=7,058 sf 53.12% Impervious Runoff Depth=2.60" Tc=6.0 min CN=75 Runoff=0.74 cfs 0.035 of SubcatchmentE-1 B: E-113 Runoff Area=27,386 sf 75.70% Impervious Runoff Depth=4.05" Tc=6.0 min CN=90 Runoff=4.17 cfs 0.212 of Reach DP-1A: Pre Design Point 1A Inflow=0.74 cfs 0.035 of Outflow=0.74 cfs 0.035 of Reach DP-1 B: Pre Design Point 1B Inflow=4.17 cfs 0.212 of Outflow=4.17 cfs 0.212 of Total Runoff Area = 0.791 ac Runoff Volume = 0.247 of Average Runoff Depth = 3.75" 28.93% Pervious = 0.229 ac 71.07% Impervious = 0.562 ac Existing Type 11 24-hr 50 Yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment E-1A: E-1A Runoff = 0.74 cfs @ 11.97 hrs, Volume= 0.035 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 50 Yr Rainfall=5.18" Area (sf) CN Description 3,309 49 50-75% Grass cover, Fair, HSG A 3,749 98 Paved parking, HSG A 7,058 75 Weighted Average 3,309 46.88% Pervious Area 3,749 53.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E-1A: E-1A Hydrograph ------+- -+-+-+---I--- - -+-+-+- ------ -+-+-+- - ----+-+-+-+- ---I- 0.8- I-0 8 ■Runoff 0174 cfs 0.75 -iii-�-�-T-r-r-i 0.7 1-i-- -�-T-T-r-r-i-i--i-�-�-r-r-+-+-i�r/ O�� -----I-+- - - - ---I-- - -+-+- - ---I--I- - -+- - - ---I-+- - - - ---1-- 0.65 50 'Y'r Rainfarll;=5.118'1 0.6 ------T-7-T-T-T-I-I- -I-T-T-T-T-I---I-T Run o ■ Ar&-7jO58-0 - 0.55 0.5 - - - - - - - - - - - ung ' 0 0.45 = � 21VV,iI- 0 0.4 -1--1--1-J-s-1-L-L-'--'- -J-1-L-L- ---'--'- - -i-L-L-L-'-- 1 -- F0.35 14.T�1i.O ' 'i 0.3i =/ -r-i--i-y-rt-rt-t-r-r-i- -y-t-t-r-r-r-i--i-y-�-+-t-r-r-i--i-y-rt- - -r-r-r- 0.25 --1-J-J-1-1-L- -�-'- -J-1-1-L- -'----- - -1-L-L-L-1-J-J-1-1- - -�-'-- 0.2 0.15 -+-L-L-r-�--�--�-�-�-i-L-L-L-1-J-J-1-1-L-r-�-�-- 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 50 Yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E-1 B: E-1 B Runoff = 4.17 cfs @ 11.97 hrs, Volume= 0.212 af, Depth= 4.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 50 Yr Rainfall=5.18" Area (sf) CN Description 2,721 49 50-75% Grass cover, Fair, HSG A 3,934 79 50-75% Grass cover, Fair, HSG C 20,731 98 Paved parking, HSG C 27,386 90 Weighted Average 6,655 24.30% Pervious Area 20,731 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E-1B: EAB Hydrograph ■Runoff 4.17 cfs - --- - - ----- p 4 M —tilr 50�Y'r '�Rainfall;=5.18" -Rulioff AeieA=1�21T3"tf- 3 V KOOO • VOILOJY=10T21U O Rulnio ft'�Depth-41•.05'; - - -+-+-+-' - -'--'- - -+-+-+- -' ---'--'- E 2 -L------�-�-1-1-�-� -1--1-J-J-1-1-1-L-L-1--1--1-J-J-1-1-�-�-�-L----�- � ' IIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 50 Yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Reach DP-1A: Pre Design Point 1A Inflow Area = 0.162 ac, 53.12% Impervious, Inflow Depth = 2.60" for 50 Yr event Inflow = 0.74 cfs @ 11.97 hrs, Volume= 0.035 of Outflow = 0.74 cfs @ 11.97 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Pre Design Point 1A Hydrograph ■Inflow -'--'-�-+-L-'--'--' 1-1-L-1--'-J-1-L-L-1--1-1-1-L-'--'-1-+-�-'--'-�-f 74 0.8 010 Outflow . cfs 0.75 ---- - ------ -- --------�1�f��v�-� � 1110.16��k� - ----7-T-r-II---II-7- -7-7-T-r---- -7-T-7---- -T-7----7-+-7-I 7-7- 0.7 -I--I-7- - -----II- - - - - - ---- - - -+---- - -+---- - - ---II-�- 0.65 -'--'-�-1-L-1--1--1-1- -J-1-i-L-'--'-J-1-L-L-1--1-1-1-L-'--'-1-+-�-'--'-�- 0.6 0.55 -i--i- -T-1-r---i-7- -7-7-r-r-i--i- -7-r- ----7-T-F----7-T-r-r-i-7- 0.5 N ----+-+-+-+---I-+- -+-+-+-+----+-+-+-+----+-+-+----+-+-+---I-+- 0.45 o _ a 0.35 0.3 ----7-T-1-r---i-7- 7-7-r-r-i--i- -7-r- ----7-T-F----7-T-r-r-i-7- -I--I-+-+-+---I--I-+- +-+-+-+-I--I-+-+-+-+-I--I-+-+-+-I--I-+-+-+-I--I-+- 0.25 ------------ -'i- - -------------------------------------- 0.2 0.15 -I--I-7-T-r-II--II--II-7 -7-T-r----7-T-7-r----7-T-r----7-T-r---II-7- 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2'5"''2'6""2'7""2'8"'2'9"3'0'31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 50 Yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Reach DP-1 B: Pre Design Point 1 B Inflow Area = 0.629 ac, 75.70% Impervious, Inflow Depth = 4.05" for 50 Yr event Inflow = 4.17 cfs @ 11.97 hrs, Volume= 0.212 of Outflow = 4.17 cfs @ 11.97 hrs, Volume= 0.212 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1B: Pre Design Point 1B Hydrograph ❑Inflow hh ❑Outflow - -i- - -II 4.17 cfs -Ilrl 10W IArea=4i•��� IaICI 4 3 y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I U p LL 2 0 0 1 2 3 4 5 6 7 8 9 1'6-1'1-1'2-1i-14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 20 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE-1A: E-1A Runoff Area=7,058 sf 53.12% Impervious Runoff Depth=3.32" Tc=6.0 min CN=75 Runoff=0.94 cfs 0.045 of SubcatchmentE-1 B: E-113 Runoff Area=27,386 sf 75.70% Impervious Runoff Depth=4.88" Tc=6.0 min CN=90 Runoff=4.97 cfs 0.256 of Reach DP-1A: Pre Design Point 1A Inflow=0.94 cfs 0.045 of Outflow=0.94 cfs 0.045 of Reach DP-1 B: Pre Design Point 1B Inflow=4.97 cfs 0.256 of Outflow=4.97 cfs 0.256 of Total Runoff Area = 0.791 ac Runoff Volume = 0.301 of Average Runoff Depth = 4.56" 28.93% Pervious = 0.229 ac 71.07% Impervious = 0.562 ac Existing Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment E-1A: E-1A Runoff = 0.94 cfs @ 11.97 hrs, Volume= 0.045 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 3,309 49 50-75% Grass cover, Fair, HSG A 3,749 98 Paved parking, HSG A 7,058 75 Weighted Average 3,309 46.88% Pervious Area 3,749 53.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E-1A: E-1A Hydrograph ---------- ■Runoff 1 0194 cfs Type 0 24-hr 100yr Rainfaill;=6.04 ; Rtn'off'Ard&�7#0'68 0 kL;noff VoL;mP�0T04$ �f w Ru�nioff Depth=3.32 ; LL TdT6.0 Min 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment E-1 B: E-1 B Runoff = 4.97 cfs @ 11.97 hrs, Volume= 0.256 af, Depth= 4.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 2,721 49 50-75% Grass cover, Fair, HSG A 3,934 79 50-75% Grass cover, Fair, HSG C 20,731 98 Paved parking, HSG C 27,386 90 Weighted Average 6,655 24.30% Pervious Area 20,731 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E-1B: EAB Hydrograph ■Runoff - - - - 4.97 cfs - - - - - - - - 5 � � � � � � � � IIIIIIIIIIIII Pe 1 OPYr Rainfall;=6.04" 4 Rudoff Aee&W2 386 i5f - '- '- - - - -' - ------------ ' 'I Ik0noff'-V---10I00=-0T-2$0 Of -------- --- I ---------I0-j----- - ------------ -I + - I- 3 RulnotfDePth14 .,88,1 LL Tt"6.0 inih ---'--'--'--'- I- - - -'- -'--'--'--'- - - 2 � IIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 2425 2627 28 2930 31 32 33 3435 36 Time (hours) Existing Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 23 Summary for Reach DP-1A: Pre Design Point 1A Inflow Area = 0.162 ac, 53.12% Impervious, Inflow Depth = 3.32" for 100yr event Inflow = 0.94 cfs @ 11.97 hrs, Volume= 0.045 of Outflow = 0.94 cfs @ 11.97 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Pre Design Point 1A Hydrograph --II- - - -------I-----------II- - -------II- - -------II-II-T-------II-�I- - ❑Inflow ❑Outflow 0.94 ifs I I I Inflow IlAriea00.111162Ill46, y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I p LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Existing Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 24 Summary for Reach DP-1 B: Pre Design Point 1 B Inflow Area = 0.629 ac, 75.70% Impervious, Inflow Depth = 4.88" for 100yr event Inflow = 4.97 cfs @ 11.97 hrs, Volume= 0.256 of Outflow = 4.97 cfs @ 11.97 hrs, Volume= 0.256 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1B: Pre Design Point 1B Hydrograph ❑Inflow ---- - - -II-II-- ----II- -II-II---- - -II-II---- II- -II-II------II - ❑Outflow 5 4.97 cfs Ir, fl,0w 'I1rie;3=0.'16 9 Ila�l6 4- F v 3 ' 3 0 LL 2 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33'34 35 36 Time (hours) DP-1A AN P-1 A Post Design Poi 1A P-1 A �P-1 B(2) E P-1 B(2) DP-1 B Detention Pond ROOF Post - Design Point 1 B Roof �P-1 B(1 ) P-1 B(1 ) Subcat Reach on Link Routing Diagram for Proposed Prepared by Bohler Engineering, Printed 1/15/2018 EHyd,.CADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Proposed Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.098 39 >75% Grass cover, Good, HSG A (P-1A, P-1 B(1), P-1 B(2)) 0.137 74 >75% Grass cover, Good, HSG C (P-1 A, P-1 B(1), P-1 B(2)) 0.151 98 Paved parking, HSG A (P-1 B(1)) 0.233 98 Paved parking, HSG C (P-1A, P-1 B(2)) 0.171 98 Roof (ROOF) 0.791 86 TOTAL AREA Proposed Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.249 HSG A P-1A, P-1 B(1), P-1 B(2) 0.000 HSG B 0.370 HSG C P-1A, P-1 B(1), P-1 B(2) 0.000 HSG D 0.171 Other ROOF 0.791 TOTAL AREA Proposed Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.098 0.000 0.137 0.000 0.000 0.236 >75% Grass cover, Good P-1A, P-1 B(1), P-1 B(2) 0.151 0.000 0.233 0.000 0.000 0.384 Paved parking P-1A, P-1 B(1), P-1 B(2) 0.000 0.000 0.000 0.000 0.171 0.171 Roof ROOF 0.249 0.000 0.370 0.000 0.171 0.791 TOTAL AREA Proposed Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 DET 327.00 326.43 115.0 0.0050 0.012 4.0 0.0 0.0 Proposed Type // 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentP-1A: P-1A Runoff Area=4,768 sf 26.78% Impervious Runoff Depth=0.13" Tc=6.0 min CN=62 Runoff=0.01 cfs 0.001 of SubcatchmentP-1B(1): P-113(1) Runoff Area=9,251 sf 71.10% Impervious Runoff Depth=1.00" Tc=6.0 min CN=86 Runoff=0.37 cfs 0.018 of SubcatchmentP-113(2): P-113(2) Runoff Area=12,970 sf 68.37% Impervious Runoff Depth=1.20" Tc=6.0 min CN=89 Runoff=0.62 cfs 0.030 of SubcatchmentROOF: Roof Runoff Area=7,454 sf 100.00% Impervious Runoff Depth=1.97" Tc=0.0 min CN=98 Runoff=0.58 cfs 0.028 of Reach DP-1A: Post Design Point 1A Inflow=0.08 cfs 0.031 of Outflow=0.08 cfs 0.031 of Reach DP-1B: Post- Design Point 1B Inflow=0.84 cfs 0.046 of Outflow=0.84 cfs 0.046 of Pond DET: Detention Pond Peak Elev=329.55' Storage=574 cf Inflow=0.62 cfs 0.030 of Primary=0.07 cfs 0.030 of Secondary=0.00 cfs 0.000 of Outflow=0.07 cfs 0.030 of Total Runoff Area = 0.791 ac Runoff Volume = 0.077 of Average Runoff Depth = 1.17" 29.81% Pervious = 0.236 ac 70.19% Impervious = 0.555 ac Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment P-1A: P-1A Runoff = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 992 74 >75% Grass cover, Good, HSG C 1,277 98 Paved parking, HSG C 4,768 62 Weighted Average 3,491 73.22% Pervious Area 1,277 26.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1A: P-1A Hydrograph ------ -=-----'--'---'-L---L-LJ-J- 0.009- -'- I II II II II II II II II II II I I I I I 1 -1--1-i-i-i-I--I--I--I--I-i-I--I-- ■Runoff ------ ----04� r -- -- -- -- - 0.008 .T 1 1 1I0� 4+; -----1- -T-r-r-I--I-- T-r------r-r- �,„,��F�-'' 0.007 1 1 V -1--1--1-+-+-+-x-1--1--1- -+-r-1--1--1-+-+-+-r-1--1--1-+-+-+-r-1--1--1-+-+-+-r- 0.007 1-1-1-L- - -1-L-----1-1-1-1-L---'1lyrRairnfaM" 20'1- 1 1 1 1 1 1 1 1 1 1 0.006 --------- - L-L1 -L1 �,uhb ff A4*a=4,1768-tf- � a=0�1 0.005 � 1 1 1 1 es"- `Q UM -r-r-1- -T-r-r-r-1--1- -r-r � TF -r-1--1- - 1 � r- m 0.005 0.004 � --li----li----li-----+_ 1 -7-1 1__111_y1_+1 _ 1 1 _p__,1W_ n__W_ _D"}h;=a 3 "'1- ° 0.004I LL i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.003-: -'--' _1 _ ------------- -------------------- --I- T - I 0.003 -1-i- -T-i-i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --------------I--1--1- -----------------1--1--1-- - ----- -I- ---------- 0.002 -I--1--I-r-r-r -r---I--I- -r------r-Y-r-r------r-Y-r-r------r-Y-r-r- 0.002 ---1- -+-+-+-+---i-�- -i--i--1-+-+-+-+-i--i--1-+-+-+-+-i--i--1-+-+-+-+- 0.001 ---- -L-1-L-L---'-�- -L- -1-1-L------ -L-L-L------ -L-L-L- 0.001 ------------------- ---------- ---------------------- 0.000 0 6-11 21 -31--41 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment P-1 B(1): P-1 B(1) Runoff = 0.37 cfs @ 11.97 hrs, Volume= 0.018 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 6,577 98 Paved parking, HSG A 1,335 39 >75% Grass cover, Good, HSG A 1,339 74 >75% Grass cover, Good, HSG C 9,251 86 Weighted Average 2,674 28.90% Pervious Area 6,577 71.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(1): P-1 B(1) Hydrograph -------- - - - ------ - 1- - ---------- - - T - ----- ■Runoff 0.4 - - - - -+- - 0.37 cfs - - - - - - - - - - - - - - - - - - - - 0.38 -1--1--1-J-L-L-L-L----- - -1-1-L- ---'--'- -L-L-L-L-L- 1-J-L L YPQ - -- 0.36 -1--1--1-L-L-L-L-L-1--1-- -L-+-+-L-L-1--1--1-L-L-L-L-L-Lp-1r-� F �} 0.34 -+-++- - -+-+-r-+-1-- - -+-+-r-r-++--1-+-+-+ I jr-Rai-r-r-1-7-7-7-r-r-1--1- - -+-+-r-r-1--1--1-,-ppI-r- /- ,, 0.3 --11- 1 - 1 -11--11--11--11--11-I11Yu1�Q1�P -1 �2 - ll-- 028 __1__1 -1- 1_ 1_1 _1 _1 _1_ -----------1--1- --------=`-i=------=-----------t-- 0.26 --11--11--11- - - 11-1-11--11--11- --11- - 11-+-11--11--11- no Vo =0M ♦'-- ,� 0.24 -1--1--1-J-L-L-L-L-1--1- -L-+-+-L-L-1--1--1-L-L-L-L-L- --1-J-L-L-L-L-1--1-- w puna 11beptN=1GO7 - 0.22 -+-++-+-+-+-+-+-+-1- -+-+-+-+-+-++- 1-+-+ 00.2 -+-1- -+-+-+-+-+-�-1- -+-+-+-+-+-1-+--1-+-+-+-+-+-+-1-- -- -1Tt",&0_Min1 a 0.18 -11-----7-7-7-r-r-I--I- -r-7-T-r-r------r-r-T-r-r-r-I- 1-7-7-7-r-r---I-- 0.161 �-- 0.14 --1-_1 -----------1--1- ------------------------------- 0.12 -1--1--1--1--1--1-1---1--1--1- --1--1 - 1---1---1--1--1--1--1--1- 1---1--1--1--1--1--1--1--1-1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.1 -1--1--1-J-L-L-L-L-1--1- - -+-+-L- -1--1--1- -L-L-L- - -1--1-J-L-L-L-L-1--1-- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.08 +-+-+-+-+-1--1-+-+-+-+-+-+-+-++-+-+-+-+-+-+-+- 0.06 ---- -7-rt-rt-Y-Y-r-I- 7-Y-t-Y-r------7- -+_Y-r-r-- -7-rt-rt-Y-Y-r-1-- 0.04j-r-r�-7-7-7-r-r-r-r -r-r-r-r-1--1-,- -r-r-r-r-r�-7-7-7-r-r-r-r- 0.02 0 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment P-1 B(2): P-1 B(2) Runoff = 0.62 cfs @ 11.97 hrs, Volume= 0.030 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 3,654 74 >75% Grass cover, Good, HSG C 448 39 >75% Grass cover, Good, HSG A 8,868 98 Paved parking, HSG C 12,970 89 Weighted Average 4,102 31.63% Pervious Area 8,868 68.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(2): P-1 B(2) Hydrograph -'--'--'--'--'-I'-I' - '--'--'--'-- ■Runoff 0.65 0.62 cfs 0.6ype -+-++-+-+-+-+-r-+-i-- -+-+-+-r-r-+-i--i-+-+-+-+-+-+-++-+-+-+-+-r-+-+- 0.55 1-yr Ralnfa ll;=2 2©" 0.5 - - -'--'- --'- - - -' -'--'--''-Rd Koff Ard& X97©-0 - 0.45 �M no�Vo jq 1 1= -LO10 pt �-+-+-r-�-'--' M LV M...M�'l�1 �`J 1�`♦I �„ 0.4 1 - - - - - -+-+- - - -- - Rano 'D'e th=1.2fl'1-- 3 0.35 1 1 1 1 1 1 x �fM►� .�Y�r 0 - r----r-r-+-r-r-rT -r-r-+-r-r-r-i--i-r-r-r-r-r-r---l��Vi.� lilllni LL 03 dd -+-+-r-r-i-r ---+-+-r-r ----r-r-r-r 0.25- 0,2- _1_ .250.2 -'--'-1-1-+-L-L-'--'- -1-1-+-L-L-'--'--'-1-1-L-L-L-L-'--'-1-1-+-L-L-'--'-0.15- 1- -4-4-I-I- .151--++-+-+-+-+-r-+-I- +-+-+-r-r----+-+-+-+-+-+-+-++-+-+-+-+-r-+-+- 0.1 ------r-r-+-r-r-I--I- r-Y-+-r-r-I-----r-r-r-r-r-r-I---r-r-+-r-r---I-- 0.05 0 6-11 2 3 4 5 6 7 81""9"'10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment ROOF: Roof Runoff = 0.58 cfs @ 11.89 hrs, Volume= 0.028 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 7,454 98 Roof 7,454 100.00% Impervious Area Subcatchment ROOF: Roof Hydrograph -r-1--1-t-r-r-r-r-I--I--1-r-r-t-t-r-r-r-1--1-r-r-r-r-r-r-1--1-t-r-r-r-r-I--I- 0.65 ■Runoff -I--I--I-t-t-t-r-r 0.58 cfs -t-r-r---I--I- - -t-t-r-r----t-rt-rt-t-r---I-- 0.6 1 1 -r-1- �� 0.55 J�Y r 0.5- '-TT-1 .5 /� �J J� J�. -1--r-1-r-r-r-r-r---1- -r-t-t-r-r-r-1--I-rRunbff�/'�r���I/ '54 t 0.45 0.4 -r-r-1-r-7-r-r-r-1--1- nOfIY'Ia�"MIP �i010f' -1�`•I-- -1--1--1- - -i- -i-1I-1- - - - -i-i-1I-1--1- - -r-r- - -1--1-7-7-`T-T-T-,- 0.35 Runaf 1D1epfh��1.97' -I-7-7-7-T-T- -- -7-T-T-T-T- -I--I-7-7-T-T-T-T-1--1- -7-7-T-T- -F 0 0.3 1TlT011.0 ftiin11 LL 1 1 1 1 0.25 -1 -1 7 7-7 T T-' -1 02 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7-7-7-r-T_i-r -1-7-T-T-r_i-r 1--1-7-r-r-T-T-r-1-7-7-7-r-T_i 0.15 1 1 1 1 1 1 1 7-7-7-T-T-I-I- -7-T-T-T-T 7-7-T-T-T-T----7-7-7-T-T 0.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T T __ _1_ _T T T 1 1 -1 -T T T F T _1__1__1_ 7 T T T i- 0.05-/ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach DP-1A: Post Design Point 1A Inflow Area = 0.407 ac, 57.19% Impervious, Inflow Depth > 0.91" for lyr event Inflow = 0.08 cfs @ 12.28 hrs, Volume= 0.031 of Outflow = 0.08 cfs @ 12.28 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Post Design Point 1A Hydrograph - ---r-r-r--r-r- - -- - -r-r--r-r-r-r--r-+-r----r-+-r----r-+-Ir-'- ■Inflow nR ----+-+-+-++- 10 Outflow 0.08 0.08 cfs ---- - - -'-�- -r_�_i_�_a_r�q# r = + I_ 0.075 In QW, CfivF�i �,Ti�i• iC1,i ------------------ - -�- - + 0.07 I I I I I All 0.065: -r----+-r-r-- -Y- ---- -Y- ---- -Y-i-i- -II-r-r-r-I-r-r-r- -r-I-r-r-r-r-I-r-+-r-II-r-+-r-II-r-+-r-I- 0.06 �� 0.055 -1--1-1-r-L-1-J-1-i- -1-J-1-r-�-'-�-+-r-'--'-�-+-L-1--1-1-+-L-'- 0.05 N - �v r 0.045 0 0.04 r-I--I-r-r-I----I -r- ---I -r-r-----I -r-------I -r---I----I - -I- LL -I--I-T-r-Y-I-Y-Y-r- -Y- -Y-r-Y-I-Y-Y-r---I-Y-Y-I -I__I_Y_+-I -1- 0.035 0.03- L L _I_ _1_r -1-r 1-L- -'- -+-r-'--'- -1-L-1--1-1-+-L-'- 0.025 0.02 --I- - - -I--I- - - - - -I--I- - - -I--I- - - -1- 0.015 - --- -i- -I---Y-r-Y--Y-Y-r Y-Y-r-Y-I- --Y-Y-Y----Y-+-Y-I- 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP-1 B: Post - Design Point 1 B Inflow Area = 0.383 ac, 83.99% Impervious, Inflow Depth = 1.44" for lyr event Inflow = 0.84 cfs @ 11.90 hrs, Volume= 0.046 of Outflow = 0.84 cfs @ 11.90 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1 B: Post - Design Point 1 B Hydrograph ___- -1-L-1-----s-L----J-s- - ----J-1-L-L-'--'- -L-L-'--'- -L- ---'-J- � ■Inflow -'--'- -1-L---'--' 1- - ----J-1-L- -1--1-1-1-L----1-1-L-'--'- - 10 Outflow 0.9 - i-L-- 0.84 cfs Q iiffl _ iQ!'� I_ _ 0.85 _--''- - - -----'- - - - - - ---- n -_ �1�N-= a C-- 0,8 - -1-L-1--1--1-1- -J-s-i-L----J-1-L-L-'--'- -L-L-'--'- -L- ---'-J- 0.75 --'- - - ---'--'- - - - - - -'--'- - - - -'--'- - - -'--'- - - -'--'- - 0.7 - -+- -----'-'- - -'- - -'--'- - - - -'--'- -+- -'--'- -+- -'--'- - 0.65 --'- - - ---'--'- - - - - - -'--'- - - - -'--'- - - -'--'- - - -'--'- - 0.6 0.55 - - - ---'--'- - - - - - -'--'- - - - -'--'- - - -'--'- - - -'--'- - 0.5 0 0.45 -'--'- -+- ---'--'- - - - - - -'--'- - - - -'--'- -+- -'--'- -+- -'--'- - LL 0.4 -1--I--4-+- ---11--I-4- - - - - ---- -+- - ---- -+-k--1--I- -+- ---�-�- 0.35 _,__,- -+- ---'--'- - - - - - -'--'- - - - -'--'- -+- -'--'- -+- -'--'- - 0.3 0.25 0.2 --- 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type // 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 13 Summary for Pond DET: Detention Pond Inflow Area = 0.298 ac, 68.37% Impervious, Inflow Depth = 1.20" for lyr event Inflow = 0.62 cfs @ 11.97 hrs, Volume= 0.030 of Outflow = 0.07 cfs @ 12.35 hrs, Volume= 0.030 af, Atten= 88%, Lag= 22.7 min Primary = 0.07 cfs @ 12.35 hrs, Volume= 0.030 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Peak Elev= 329.55' @ 12.35 hrs Surf.Area= 1,131 sf Storage= 574 cf Plug-Flow detention time= 119.3 min calculated for 0.030 of(100% of inflow) Center-of-Mass det. time= 117.2 min ( 941.0 - 823.8 ) Volume Invert Avail.Storage Storage Description #1 329.00' 4,388 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 329.00 948 0 0 330.00 1,280 1,114 1,114 330.30 1,380 399 1,513 331.00 1,631 1,054 2,567 332.00 2,011 1,821 4,388 Device Routing Invert Outlet Devices #1 Primary 327.00' 4.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/Outlet Invert= 327.00'/326.43' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.09 sf #2 Device 1 329.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Secondary 330.30' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.07 cfs @ 12.35 hrs HW=329.55' (Free Discharge) L1=Culvert (Passes 0.07 cfs of 0.30 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.07 cfs @ 3.30 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=329.00' (Free Discharge) L3=Broad-crested Rectangular Weir( Controls 0.00 cfs) Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 14 Pond DET: Detention Pond Hydrograph --+-+--+---- +----+--+-+--+-+--+-+--+-+--+-+--+-+- ■Inflow 0.62 cfs ■outflow - - ---- ----------'--' - - -i- ■Primary IhflbW /�#�`ea,0.298 ac ■Secondary 0.65 0.6 /i -i-t-r-1-17 t-rt-0.55- 0.5- 0.45 .55 0.50.45 m 0.4 V , -- - -- - -- ---II- -- - -- ---- -- - -- - -- - -- - -- - - 0.35 a 03 0.25 -;-;-I-;-;-- -I--I- -I- - --I- -- - -I-;-;-I-;-;-I-;-;-I-;-;- --+-+--+----+-- -+----+--+-r--+-+--+-r--+-r--+-r--+-+- 02 0.15 -',I -10.07 cfs - 0.1 14/1 0.00 Cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 1213 1415 1617 18 1920 21 22 23 24 25 26 2728 29 30 31 32 33 3435 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 15 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentP-1A: P-1A Runoff Area=4,768 sf 26.78% Impervious Runoff Depth=0.68" Tc=6.0 min CN=62 Runoff=0.12 cfs 0.006 of SubcatchmentP-113(1): P-113(1) Runoff Area=9,251 sf 71.10% Impervious Runoff Depth=2.22" Tc=6.0 min CN=86 Runoff=0.82 cfs 0.039 of Subcatchment P-113(2): P-113(2) Runoff Area=12,970 sf 68.37% Impervious Runoff Depth=2.49" Tc=6.0 min CN=89 Runoff=1.26 cfs 0.062 of Subcatchment ROOF: Roof Runoff Area=7,454 sf 100.00% Impervious Runoff Depth=3.41" Tc=0.0 min CN=98 Runoff=0.98 cfs 0.049 of Reach DP-1A: Post Design Point 1A Inflow=0.21 cfs 0.068 of Outflow=0.21 cfs 0.068 of Reach DP-1 B: Post- Design Point 1B Inflow=1.57 cfs 0.088 of Outflow=1.57 cfs 0.088 of Pond DET: Detention Pond Peak Elev=330.14' Storage=1,290 cf Inflow=1.26 cfs 0.062 of Primary=0.11 cfs 0.062 of Secondary=0.00 cfs 0.000 of Outflow=0.11 cfs 0.062 of Total Runoff Area = 0.791 ac Runoff Volume = 0.156 of Average Runoff Depth = 2.37" 29.81% Pervious = 0.236 ac 70.19% Impervious = 0.555 ac Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment P-1A: P-1A Runoff = 0.12 cfs @ 11.99 hrs, Volume= 0.006 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 992 74 >75% Grass cover, Good, HSG C 1,277 98 Paved parking, HSG C 4,768 62 Weighted Average 3,491 73.22% Pervious Area 1,277 26.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1A: P-1A Hydrograph -1--1--1-J-1-J-L-J-1--1--1-J-J-1-L-J-�-'--'--'-�-1-L-L-�-J-1--1-J-1-J-L-J-'--'-- 0.13 -r-r--7-7-7-r-r---'--I- I- -T-T-r-r-I--I--I-r-7-T-r-r-r-I--I-7-7-7-r-r-I--I ■Runoff / -'--'--'-J-1-1-L-L 1-L-L-L-I--1--1-1-1-L-L-L-L-1--1-J-1-1-L-L-'--I-- 0.125 0.12 cfs I I I I I I I I I I I I I I I I I I I I I I 0.12 -I--I--I-T-7-7-r-r T-T-r-r-r----T-7-r-r-r-r-�--I-T-7- -r 0.115 --1--1-J-1-J-L-J---'-- -J-1-L-L- -1--1--1-1-1-L-L-J-J-'1 p�p��- -- Y" 0.11 -I_-I_-I-T-T-7-r-1 4-I -T-T-T-r-r- ----T-T-r-r-r-r-I_-I-T-T-7-r-r-I-- 0.105 -1--1--1-J-L-L-L-L---'-- -J-1-L-L- ---'--'- -L-1 VyIr_Rai l��.64F71 --'--'- - -T- - ---'-- - - - -I- -----li- p�� - w q 0.095 I�lL l�IA�6��F / 68-5f- 0.09 -r-r----T-T-r-r_T_r_ --rT-T-r-r-r-I--r I_T 1 r-I -I -I--I _' - I -T--F-F- + r-I x- 0.085 -i--i--I-+-+-+-+-+-i--i-- -+-+-+-+-+-i--I +-+- I--I-+-+ 1- 0.08 _I��-� 11��qI -07oL - - ------- - - - ---- --i- - - -i-- FO-075 0.07 + l-+a-+- f# De-+ i-- 30.065 ------+-+-+-+-r-I--I- -+-+-+-r-r------+-+-+-+-r-+-I- I- +-+-+-r---I-- 0 0.06 -------'--'--' -----'--'- --_ _ _r _r _I_ _ I I I I I I I I I I I I I I I I I I I I I I I I I I LL0.055 -r----r-r-r-r-r-r-I- -r-t-r-r-r-r----r-r-+-r-r-r-I---r-r-r-r-r-r-r- 0.05 ----------------'--'- --'--' - '---------------------------'--' 0.045j-r----r-r-r-r-r-I--I- -r-r-r-r-r-r----r-r-r-r-r-r----r-r- r T -- 0.04 -----J--'--'-----'--'- --'--' -------------'--'------------J--'--'-' 0.035 -I--r-I-r-7-7-r-r-r-I- -7-T-T-r-r-r-I--I-7-7-r-r-r-r-r-I-r-7-7-r-r-r-r- 0.03 --1--1-J-L-L-L-L-'--'- J-1-L-L-L-'--'--'-L-L-L-L-L-L-1--1-J-1-L-L-L---'-- I I I I 0.025 -r-r-I-T-T-T-r-r-i-r T-T-T-r-r-i-r-I-T-T-r-r-r-r-r-I-T-T-T-r-r-i_i- 0.02 ---'--'- - -T- - -'--'- -T-T- - ---'--'- - - - - - -'--'- - -T- - ---'-- 0.015 -i--i--i--i-T-7-r-T-T-i- -T-T-T-T-i-i--i-T-T-r-T-T-T-i--i--i-T-7-r-T-T-i- 0.01 -1--1--1- - -T- - -1--1- - - -1--1--1- - - - - - -1--1- - -T- - -1--1-- 0.005 0 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment P-1 B(1): P-1 B(1) Runoff = 0.82 cfs @ 11.97 hrs, Volume= 0.039 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 6,577 98 Paved parking, HSG A 1,335 39 >75% Grass cover, Good, HSG A 1,339 74 >75% Grass cover, Good, HSG C 9,251 86 Weighted Average 2,674 28.90% Pervious Area 6,577 71.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(1): P-1 B(1) Hydrograph -1--1--1-J-1-1-L-L-1--1--1-J-J-1-1-L-�-'--'--'-�-1-1-L-L-L-1--1-J-1-1-L-L-'--'-- 0.9 -'--'--'--'-�-�-�-� �-�-�-�-'--'--'-�-�-�-�-'--'--'--'--'-�-�-�-�-'--'-- ■Runoff 0.85 0.82 cfs 0.8 - ----T-T-T-T-T -I-- -T-T-T-TF ----;-T-T-T-'F-' - YPHIP 0.75: -I--r----+-+-+-r-r-r-i-- -+-+-+-r-r-r----+-+- a,-- 1 oy Rai rtl� 0.7 _r----+-+-+-+-r-r-i- -+-+-+-r-r-r-- -y-pp+-+-+-rte�-r ,�i�,,,+--rt��rt-+�-r-yyrs�-��r- 0.65 ---i--i- - - - - -i--i- - -+-+- - -i--i--i--4RLMOffAr"=:3#251-tof - 055 ------J-1-1-L-L---I- --- -L-L-L---IIROn�OfT OILAMI=-L ill L - 0.5 - - - - - - 'RUnO4IDIephr2. 2=1-- 3 0.45 -----,--,- - -------- --- - ---------- - --------- 0 -- }}.� M 0.35 ---- -+-+-+-r-r-r-i- -+-+-+-r-r-r----+-+-r-r-r-r-- -+-+- �-- 0.3 ---- - - - -+- -�-I- - -+-+- - ------ - -+-+- - ---1- -4-+-+-I-I- 0.25 ---- - - - - - -�-�- - -+-+- - ------ - - - - - -- - - - - - -�-�-- 0.2 -J-J-1-1-L-r-�-'- - - -L-L- -'--'--- - -i-L-L-L-1-J-J-1-1-L-r-�-'-- 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22­23 24 25 2'6­'2"7"'2"8 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment P-1 B(2): P-1 B(2) Runoff = 1.26 cfs @ 11.97 hrs, Volume= 0.062 af, Depth= 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 3,654 74 >75% Grass cover, Good, HSG C 448 39 >75% Grass cover, Good, HSG A 8,868 98 Paved parking, HSG C 12,970 89 Weighted Average 4,102 31.63% Pervious Area 8,868 68.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(2): P-1 B(2) Hydrograph ❑Runoff 1.26 cfs TYPIP 0 �4-hll 10yr 'Rainfall�3.64" -'�------ - - - - -'I- ----- - -4-+-,-�-'�---I--I-�-�-+-+-+-I-I-�-I--I-�- Rudoff Are& 1'12970 i5f KL;nOff' O)LJ q=0T062 Of w Ru�nioff'Depth=2.49" LL Tt"6.0 Ellin 0 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment ROOF: Roof Runoff = 0.98 cfs @ 11.88 hrs, Volume= 0.049 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 7,454 98 Roof 7,454 100.00% Impervious Area Subcatchment ROOF: Roof Hydrograph � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ■Runoff - - - - - 0.98 cfs -- - - - - - - ------ - - - - -P - - 1 IIT / �i 10y r 'IRa i nfa 1 I;=3.16411 Rtn'off'Ard&�7#454 isf Fk off'I Vol ONO f w V Ru�Iniotf'IDlepth=3.411"' LL TtT0.0 inih 0 0 1 2 3 4 5 6 7 8 9 10 111-1,12, 13 114-1,15 116-1,17, 18 119-2,10 211-2,12 23 214-2,15, 26 27 28 219-3,10, 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 20 Summary for Reach DP-1A: Post Design Point 1A Inflow Area = 0.407 ac, 57.19% Impervious, Inflow Depth > 2.00" for 10yr event Inflow = 0.21 cfs @ 12.00 hrs, Volume= 0.068 of Outflow = 0.21 cfs @ 12.00 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Post Design Point 1A Hydrograph -I--I-r . ------r--r-- -' r-r- ,-r+--r+--r+--'--'-r+--T+--r+--r+-----r+--r+--r+-----r+--r+--r+----i-r+- - - -----11 n9i - - ---- - - - ■Inflow 023 ■Outflow o.zz 0.21 cfs - - -1001 1 jr�- ��+,'Jr- iy'/- -- 0.21 0.2 ----r-r-r-r---i-r- ---r-r-r------r- r-r----r-r-r----r-r-r-i-i--i- 0.19 - -L-L-----'-L- -J-L-L-L----J-L-L-L-'--'- -L-L-'--'- -L-L---'-L- 0.18 -r--r-r-r-r---i-r- -r-r-r-r-r--r-r-r-r----r-r-r----r-r-r-r-i-r- 0.17 ----------------- ------------------------------------------ 0.16 -r--r-+-r-r---i-r- r-r-r-r-r--r-r-r-r----r-+-r----r-+-r-r-i-r- 0.15 ----------------- ------------------------------------------ 0.14 ---- -+-r------ - - - -r---- - -r- ---- -+- ---- -+-r---- - - � - 0.13 -i i-r-r-r-i-i--i-r- r-r-r-ii-r-r-r-r-ii-r-T-r-i--i-r-T-r-i-i-r- 012 0 0.11 -r--r-+-r-r---i-r- -r-r--r-r-r-r----r-+-r----r-+-r-r-i-r- 'L 0.1 ----------------- --------------------------------- -- 0.09 ----+-+-+------+- - ---+-+-+-+----+-+-+----+-+-+----+- 0.08 - ---,- - 0.07 ----L-L-L-L----L- -J-L- J-L-L-L-1--1-L-L-L-1---L-L-L-1--'-J- 0.06 ----,-r-r- ----- - -r- -r -r-r---- -r-r---- -r-r----r- 0.05 ----------------- --------- --------------------------- 0.04 0.03 ---------------- -------------- ------------------- 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 21 Summary for Reach DP-1 B: Post - Design Point 1 B Inflow Area = 0.383 ac, 83.99% Impervious, Inflow Depth = 2.75" for 10yr event Inflow = 1.57 cfs @ 11.91 hrs, Volume= 0.088 of Outflow = 1.57 cfs @ 11.91 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1 B: Post - Design Point 1 B Hydrograph ❑Inflow 1.57 cfs ❑outflow Inflow 'IA rie;3=0.1383 Il46, —I--I—r—r—r—r—r—I—r— —I--r—I—r—r—r—r—I—r—r—r—r—r—r—I—r—r—r—r—I--I—r—r— rn 1 i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I oI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 22 Summary for Pond DET: Detention Pond Inflow Area = 0.298 ac, 68.37% Impervious, Inflow Depth = 2.49" for 10yr event Inflow = 1.26 cfs @ 11.97 hrs, Volume= 0.062 of Outflow = 0.11 cfs @ 12.49 hrs, Volume= 0.062 af, Atten= 91%, Lag= 31.0 min Primary = 0.11 cfs @ 12.49 hrs, Volume= 0.062 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Peak Elev= 330.14' @ 12.49 hrs Surf.Area= 1,325 sf Storage= 1,290 cf Plug-Flow detention time= 146.9 min calculated for 0.062 of(100% of inflow) Center-of-Mass det. time= 146.3 min ( 949.2 - 802.9 ) Volume Invert Avail.Storage Storage Description #1 329.00' 4,388 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 329.00 948 0 0 330.00 1,280 1,114 1,114 330.30 1,380 399 1,513 331.00 1,631 1,054 2,567 332.00 2,011 1,821 4,388 Device Routing Invert Outlet Devices #1 Primary 327.00' 4.0" Round Culvert L= 115.0' Ke= 0.500 Inlet / Outlet Invert= 327.00' / 326.43' S= 0.0050 T Cc= 0.900 n= 0.012, Flow Area= 0.09 sf #2 Device 1 329.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Secondary 330.30' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.11 cfs @ 12.49 hrs HW=330.14' (Free Discharge) L1=Culvert (Passes 0.11 cfs of 0.33 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.11 cfs @ 4.94 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=329.00' (Free Discharge) L3=Broad-crested Rectangular Weir( Controls 0.00 cfs) Proposed Type 1124-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 1/15/2018 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Page 23 Pond DET: Detention Pond Hydrograph 6 CfS ■Inflow 1.2 y� QQgi Primary El InfloY�`�, Area-0.298 at ■Secondary S';tbea';ge,'1#290Ief'; 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I w IIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII V IIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII 0 LL 0.11 cfs 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) Proposed Type // 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 24 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentP-1A: P-1A Runoff Area=4,768 sf 26.78% Impervious Runoff Depth=1.55" Tc=6.0 min CN=62 Runoff=0.29 cfs 0.014 of SubcatchmentP-1B(1): P-113(1) Runoff Area=9,251 sf 71.10% Impervious Runoff Depth=3.64" Tc=6.0 min CN=86 Runoff=1.30 cfs 0.064 of SubcatchmentP-113(2): P-113(2) Runoff Area=12,970 sf 68.37% Impervious Runoff Depth=3.94" Tc=6.0 min CN=89 Runoff=1.94 cfs 0.098 of SubcatchmentROOF: Roof Runoff Area=7,454 sf 100.00% Impervious Runoff Depth=4.94" Tc=0.0 min CN=98 Runoff=1.40 cfs 0.070 of Reach DP-1A: Post Design Point 1A Inflow=0.41 cfs 0.097 of Outflow=0.41 cfs 0.097 of Reach DP-1B: Post- Design Point 1B Inflow=2.37 cfs 0.150 of Outflow=2.37 cfs 0.150 of Pond DET: Detention Pond Peak Elev=330.45' Storage=1,722 cf Inflow=1.94 cfs 0.098 of Primary=0.12 cfs 0.083 of Secondary=0.87 cfs 0.015 of Outflow=0.99 cfs 0.098 of Total Runoff Area = 0.791 ac Runoff Volume = 0.247 of Average Runoff Depth = 3.75" 29.81% Pervious = 0.236 ac 70.19% Impervious = 0.555 ac Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment P-1A: P-1A Runoff = 0.29 cfs @ 11.98 hrs, Volume= 0.014 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 50yr Rainfall=5.18" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 992 74 >75% Grass cover, Good, HSG C 1,277 98 Paved parking, HSG C 4,768 62 Weighted Average 3,491 73.22% Pervious Area 1,277 26.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1A: P-1A Hydrograph 77 T-r-r-I--- - -T-T-I-r- -I--I-,-4-T-T-r-r-I--I-T-T-T-T-r-r- - TT 0.32 ■Runoff ------�I-�-�-� 0.29I- 0.3 - - I _ I _II I-------- - --------- 028 1 P6 - -----r-r-r-r-r---I-- -r-r-r-r-r-I--I--I-r-r-r-r-r-r-I--I Mrd-,M,T�-'I r-,r�pI- 1-- 0.26v'"-- , IIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII !� = 0.24- -I--I- I p Ioff f I A r&6 1768 0 -------- - -------- IY M (� 'F 0.22 0.2 ------J-1-1-L-L---II_ _ _i_1_L_ `7nO L-IrLAMIP`iSOLI'LF-1�`iI - w 0.18-: -I--Ii w"', ^r-��� ----I-T- -T-T-T - -T-T-T-T --I- TAunaft IIDep1 t1h-ILi1NV - 3 0.16 ------+-+-+-+-+-I--I- -+-+-+-+-r-I--I--I-+-+-+-+-+-+-I-- �-.� -- o I {���.V VIII 'L 0.14 0.12 I -----I-T- -T-r-r-r-I- - -T-T-r-r---I--I- - -r-r-r-r - --I-T- -T r- -- 0.1 0.08 0.06 -I--I--I-+-+-+-+-r-I--I-0.04-: -- - - - -L- -�-I- -1-1-r-L111L-L-1-L-r-L1--L-L-L-L-L-L-I-- 0.02 0 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment P-1 B(1): P-1 B(1) Runoff = 1.30 cfs @ 11.97 hrs, Volume= 0.064 af, Depth= 3.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 50yr Rainfall=5.18" Area (sf) CN Description 6,577 98 Paved parking, HSG A 1,335 39 >75% Grass cover, Good, HSG A 1,339 74 >75% Grass cover, Good, HSG C 9,251 86 Weighted Average 2,674 28.90% Pervious Area 6,577 71.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(1): P-1 B(1) Hydrograph ❑Runoff 1.30 cfs Type 1M 50yr 'Rainfall--5.'181' KL;nOff'VO1LJMq=07 1 �004 �f F11 Runioff'Depth=3., 4 " LLTt"6.0 �nih 1 -117111110 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 36 Time (hours) Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment P-1 B(2): P-1 B(2) Runoff = 1.94 cfs @ 11.97 hrs, Volume= 0.098 af, Depth= 3.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 50yr Rainfall=5.18" Area (sf) CN Description 3,654 74 >75% Grass cover, Good, HSG C 448 39 >75% Grass cover, Good, HSG A 8,868 98 Paved parking, HSG C 12,970 89 Weighted Average 4,102 31.63% Pervious Area 8,868 68.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(2): P-1 B(2) Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■Runoff -r- ,-,-T-T 1.94 cfs -1- -,-rt-rt-t-r-r---I--I- -,-T T T r-r-r-I--I- - 2 50yr '1Ra i nfa 115.'11811 Rudoff Aee& 1'2970 i5f k0 no!ff'I Vr0'110 MOO 00 0 V Ru�lnioff'1DeP*=3.94" - -I-----T-T-T-T-T-T- ----T-T-T-T-T-T-T------T-T-T-T- T-T-T-I--1-TTtT6.O �nih- 0 1- LL I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 2425 2627 28 2930 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment ROOF: Roof Runoff = 1.40 cfs @ 11.88 hrs, Volume= 0.070 af, Depth= 4.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 50yr Rainfall=5.18" Area (sf) CN Description 7,454 98 Roof 7,454 100.00% Impervious Area Subcatchment ROOF: Roof Hydrograph ❑Runoff 1.40 cfs TYPIP 0 �4-hr 50yr 'Rainfa11;=5.'18" t Rtn'off'Ard&� F7-�454-is-f7T-T-T T-T-T 7 T T T KLJn0!ff',V01LJMq=0 070 Of w Ru�nioff'Depth=4.194'; LL TtT0.0 ftlih Al 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 29 Summary for Reach DP-1A: Post Design Point 1A Inflow Area = 0.407 ac, 57.19% Impervious, Inflow Depth > 2.86" for 50yr event Inflow = 0.41 cfs @ 11.99 hrs, Volume= 0.097 of Outflow = 0.41 cfs @ 11.99 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Post Design Point 1A Hydrograph ___- -1-L------1-L----J-1- - ----J-1-L-L-'--'- -1-L-'--'- -1- -1--1-1- � ■Inflow -r-i-r-r-r-r-i-r r-r-r-r-i-r-r-r-r-r-i-r-r-r-i--i-r-r-r-r-i-r- ■Outflow 0.44 - --- 0.41 cfs -----,--,------------------1-------------- - - - -'- n 0.42 1 10041 Area 1 0.407 IaE - 0.4 ---- -T-r- ---- - - -7-r-r---- - -r-r---- -T-r---- -T-r- --7- 0.38 - - - - 0.36 ----1-+-r---i--i- - - - -+-r-i--i- -+-r-r-i--i- -+-r-i--i- -+-r-i--i- - 0.34 - --,- -,-,---- --, -,-,-,--,- --, -,-,--,- --, -,---,--,- 0.32 1-1-1-L-1--'--'-1- -J-1-1-L-1--'-1-1-L-L-'--'-1-1-L----1-1-L---'-1- 0.3 -Ir-li-.-7-r-Ir-Ir-li- - -7-4-r-r-Ir-li--1-7-r-Ir-Ir-li-I-rt-Ir-Ir-li-I-rt-r-Ir-li-7- 0.28 m 0.26 -'--'- - - ---'--'- - - - - -'--'- - - - -'--'- - - -'--'- - - -'--'- - 0.241-7-�--�-7- 7-7-r-r-�--�-1-7-r-r-�--�-7-T-r-�--�-7-T-r-�-�-7- 3 0.22 a0.2 -1--1- -+-+-1--1--1-41- +-+-+- -1--1- -+-+- -1--1-+-+- -1--1-+-+- -1--1-+- 0.18 - - -,-, 0.16 1 -1-1-L-1--1--1-1- 1-LI -1--1-J-1-L-L----1-1-L----1-1-L-1--1-1- 0.14 ----1-+-r---i--i- - -i--i- -+-r-r-i--i- -+-r-i--i- -+-r-i--i- - 0.12 0.1 -'--'- - - ---'--'- - - - - -'--'- - - -'--'- - - -'--'- - 0.08 ----1-T-7-I---I-7 --7-7-T- - -I--I- -T-7-I--I-1-T-7-I-1-7- 0.06 -0.04- 0.02- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 30 Summary for Reach DP-1 B: Post - Design Point 1 B Inflow Area = 0.383 ac, 83.99% Impervious, Inflow Depth = 4.68" for 50yr event Inflow = 2.37 cfs @ 11.91 hrs, Volume= 0.150 of Outflow = 2.37 cfs @ 11.91 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1 B: Post - Design Point 1 B Hydrograph ❑Inflow 2.37 cfs ❑outflow I n f i;I qw 'IAre;3=0-383 Il a�lcl 2 y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I O ---- -+_+- ---i-�- ------ _+_ _ _- - - - - -- - -+- ------�-�- LL 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type // 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 31 Summary for Pond DET: Detention Pond Inflow Area = 0.298 ac, 68.37% Impervious, Inflow Depth = 3.94" for 50yr event Inflow = 1.94 cfs @ 11.97 hrs, Volume= 0.098 of Outflow = 0.99 cfs @ 12.06 hrs, Volume= 0.098 af, Atten= 49%, Lag= 5.9 min Primary = 0.12 cfs @ 12.06 hrs, Volume= 0.083 of Secondary = 0.87 cfs @ 12.06 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Peak Elev= 330.45' @ 12.06 hrs Surf.Area= 1,433 sf Storage= 1,722 cf Plug-Flow detention time= 135.1 min calculated for 0.098 of(100% of inflow) Center-of-Mass det. time= 134.2 min ( 924.2 - 790.0 ) Volume Invert Avail.Storage Storage Description #1 329.00' 4,388 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 329.00 948 0 0 330.00 1,280 1,114 1,114 330.30 1,380 399 1,513 331.00 1,631 1,054 2,567 332.00 2,011 1,821 4,388 Device Routing Invert Outlet Devices #1 Primary 327.00' 4.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/Outlet Invert= 327.00'/326.43' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.09 sf #2 Device 1 329.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Secondary 330.30' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.12 cfs @ 12.06 hrs HW=330.44' (Free Discharge) L1=Culvert (Passes 0.12 cfs of 0.35 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.62 fps) Secondary OutFlow Max=0.84 cfs @ 12.06 hrs HW=330.44' (Free Discharge) L3=Broad-crested Rectangular Weir(Weir Controls 0.84 cfs @ 0.97 fps) Proposed Type 11 24-hr 50yr Rainfall=5.18" Prepared by Bohler Engineering Printed 1/15/2018 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Page 32 Pond DET: Detention Pond Hydrograph - - 1.94 CfS -_ ■inflow r�I `�, y�y� Q -- ■Outflow M Primary InfloYY Area-0.298 at ■Secondary 2 S';tbea';g';e,—lJ22'; ef'; 99 Cfs wIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII V IIIIIIIII IIIIIIIIIIIIIIIIIIIIIII 0 1 V 0.87 cfs LL 0 Cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) Proposed Type // 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 33 Time span=0.00-36.00 hrs, dt=0.04 hrs, 901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentP-1A: P-1A Runoff Area=4,768 sf 26.78% Impervious Runoff Depth=2.12" Tc=6.0 min CN=62 Runoff=0.40 cfs 0.019 of SubcatchmentP-1B(1): P-113(1) Runoff Area=9,251 sf 71.10% Impervious Runoff Depth=4.45" Tc=6.0 min CN=86 Runoff=1.57 cfs 0.079 of SubcatchmentP-113(2): P-113(2) Runoff Area=12,970 sf 68.37% Impervious Runoff Depth=4.77" Tc=6.0 min CN=89 Runoff=2.32 cfs 0.118 of SubcatchmentROOF: Roof Runoff Area=7,454 sf 100.00% Impervious Runoff Depth=5.80" Tc=0.0 min CN=98 Runoff=1.63 cfs 0.083 of Reach DP-1A: Post Design Point 1A Inflow=0.53 cfs 0.111 of Outflow=0.53 cfs 0.111 of Reach DP-1B: Post- Design Point 1B Inflow=3.16 cfs 0.189 of Outflow=3.16 cfs 0.189 of Pond DET: Detention Pond Peak Elev=330.52' Storage=1,830 cf Inflow=2.32 cfs 0.118 of Primary=0.13 cfs 0.091 of Secondary=1.62 cfs 0.027 of Outflow=1.74 cfs 0.118 of Total Runoff Area = 0.791 ac Runoff Volume = 0.299 of Average Runoff Depth = 4.54" 29.81% Pervious = 0.236 ac 70.19% Impervious = 0.555 ac Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment P-1A: P-1A Runoff = 0.40 cfs @ 11.98 hrs, Volume= 0.019 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 992 74 >75% Grass cover, Good, HSG C 1,277 98 Paved parking, HSG C 4,768 62 Weighted Average 3,491 73.22% Pervious Area 1,277 26.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1A: P-1A Hydrograph -r-i--i-r-r-r-r-r-r-i--i-r-r-r-t-r-r-r-i--i-r-r-r-r-r-r-i--i-r-r-+-r-r-r-r- 0.44 - - - -�i -�--i _ ■Runoff 0.42 �_LL�_1 0.40 cfs +-1-L- -----_ _ _�_�_'�_'�_�_-{T�_i_1- - ---�-- 0.4 0.38 -F-IF ST-� T-T-T-TT-T-T-T � I-r-r +-+-r-r 0.36100 -Rai1faNr6-0 47-- 0.34 0.32 -l--I--l- - -+-,-,-I,--rI,- ----------- --T-T-r-r- iIll ��rrA--r-6-6=4-J+-V-®--0--�-- - 0.3 -1--1--1-J-1-1-i-L---- -J-1-1-L- ---' - -- 0.28T�� �• M—I�/ AT '-- 0.26 w 0.24 +-+-r-r-� 3 0.22 -i--i--i--li- - - il--il-4-ii- 0 a 0.2 -1--1--1-J-L-L-L-L---- -J-1-L-L- ------ - - -L-L-L--- -- 0.18 -+-++-+-+-+-+-r-+-i- -+-+-+-r-+-+----+-+-+-+-+-+-+--+-+- r- 0.16 ----�-T-T-T-T_T- -- -T-T-T-T-T-----�r�-�-r-r-+-� � � � � 0.14 ------'--'--'-----'--'- --'--' -------------'--'-------------'--'--'-' 0.12 ------ - -+- - ---- - -+-+- - ------ - - - - - ---- - -+- - ----- 0.1 r-r-r-r -+-+-r-r-r---- - -r-r-r-r-r�- - -+-r-r-r-r- 0.08 -------1- 1- - - -- - 1 - 1 -1 - -- I_ I_ I_ I 11-I 111 I I I I I I -- --- --------i-i-i-i---- - 0.06 -1--1--1-J-L-+- -L-'--'- -+-+-L- -'--'--'- -L-L-L-L-L-1--1-J-1-L-L-L-'--IL- 0.04 _777-1—t -+-r-r-r----+-+-+-+-r-r-+--+-+-+-+-r-r-r- 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment P-1 B(1): P-1 B(1) Runoff = 1.57 cfs @ 11.97 hrs, Volume= 0.079 af, Depth= 4.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 6,577 98 Paved parking, HSG A 1,335 39 >75% Grass cover, Good, HSG A 1,339 74 >75% Grass cover, Good, HSG C 9,251 86 Weighted Average 2,674 28.90% Pervious Area 6,577 71.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(1): P-1 B(1) Hydrograph ❑Runoff 1.57 cfs TYPIP 0 �4-hrI 100y�r Rainfaill;=6.04 ; Rtn'off'Ard&�9#251 isf R6nioff'DePth1'4.'15'; p11 1 LL Tt-.1. 11111 y6.0 �nih 0 0 1 2 3 4 5 6 7 8 9 10 11 12'1'3"14 15 16 17 18 19 20 21 22 23­'24 25 26 27 28 2'9'"3''0' 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment P-1 B(2): P-1 B(2) Runoff = 2.32 cfs @ 11.97 hrs, Volume= 0.118 af, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 3,654 74 >75% Grass cover, Good, HSG C 448 39 >75% Grass cover, Good, HSG A 8,868 98 Paved parking, HSG C 12,970 89 Weighted Average 4,102 31.63% Pervious Area 8,868 68.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-1 B(2): P-1 B(2) Hydrograph ❑Runoff 2.32 cfs TYPIP 0 �4-hllr 2 -'1�Oy',r-Ra1nfa-11;=6:04"- Rudoff Aee& 1'2�970 '5f w Ru�niotf'Depth-4 .77" TtT6.0_gni-h_ --------------- 1 it it it it it it it it it it it it it it it it it it it it it it it it it it it it 1r'+�=Q[� 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 36 Time (hours) Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment ROOF: Roof Runoff = 1.63 cfs @ 11.88 hrs, Volume= 0.083 af, Depth= 5.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 7,454 98 Roof 7,454 100.00% Impervious Area Subcatchment ROOF: Roof Hydrograph ❑Runoff 1.63 cfs Type 1M 100yr Raillnfall;=6.047 Rtn'off'Ard&�7#454 isf -L------J-1-1-1-1-� ---I_J_J_1_1_1 -L 0ff Y014 MI _Z 0'08L 1 - Runioff'Depth-5.100; Tt"0.0 ftlih 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 36 Time (hours) Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 38 Summary for Reach DP-1A: Post Design Point 1A Inflow Area = 0.407 ac, 57.19% Impervious, Inflow Depth > 3.26" for 100yr event Inflow = 0.53 cfs @ 11.98 hrs, Volume= 0.111 of Outflow = 0.53 cfs @ 11.98 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1A: Post Design Point 1A Hydrograph -------'--- -------- -------- -------'--'- ■Inflow n ■Outflow oss - 0.53 cfs - r 1 I r!f Q -'I 'I rea=0=�4�7 'I�1G1- 0.5 ----r-r-r-----II-r- -r-r-T-r----r-r-r-r----r-r-r----r-r-r---I-r- 0.45 ----r-r-r-----II-r- -r-r-r-r----r-r-r-Ir----r-r-Ir-II---r-r-r--- -r- 0.4 -++-+-+-+-+-I--I-+- -+-4-1-1-++-1-4-1-+-++-4-+-+--+-+-+-+-+-I-+- 0.35-- ---- -+- ------ - - - - - ---- - - - ---- -+- ---- -+- ---- - � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 03 p LL 0.25 0.2 ---- - -r- ---i-li- - -r- ------ l -r- ---- - -r---- - -r- -i--I- 0.15 ----,-+-r------ - --- -7-r-r----7-r-r----7-r-r----7- 0.1 ----1-Y-1---I--I-1 -I-1 1 -r-I--I-1-t-r-I--I-I-t-r---I-7- 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 39 Summary for Reach DP-1 B: Post - Design Point 1 B Inflow Area = 0.383 ac, 83.99% Impervious, Inflow Depth = 5.90" for 100yr event Inflow = 3.16 cfs @ 12.00 hrs, Volume= 0.189 of Outflow = 3.16 cfs @ 12.00 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Reach DP-1 B: Post - Design Point 1 B Hydrograph ❑Inflow I I I I I I I I I I I I I I I I I I I I I I I I I 3.16 cfs 10 Outflow 1nff4W Area=4.30 MCI 3 -I--I-+-+-+-r-I--I-+- -I--I--I-+-+-r-I--I-+-+-+-r-+-I--I-+-+-r-I--I--I-+-+- w 2 LL I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Proposed Type // 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD@ 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 40 Summary for Pond DET: Detention Pond Inflow Area = 0.298 ac, 68.37% Impervious, Inflow Depth = 4.77" for 100yr event Inflow = 2.32 cfs @ 11.97 hrs, Volume= 0.118 of Outflow = 1.74 cfs @ 12.03 hrs, Volume= 0.118 af, Atten= 25%, Lag= 4.1 min Primary = 0.13 cfs @ 12.03 hrs, Volume= 0.091 of Secondary = 1.62 cfs @ 12.03 hrs, Volume= 0.027 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Peak Elev= 330.52' @ 12.03 hrs Surf.Area= 1,460 sf Storage= 1,830 cf Plug-Flow detention time= 123.6 min calculated for 0.118 of(100% of inflow) Center-of-Mass det. time= 122.8 min ( 907.5 - 784.7 ) Volume Invert Avail.Storage Storage Description #1 329.00' 4,388 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 329.00 948 0 0 330.00 1,280 1,114 1,114 330.30 1,380 399 1,513 331.00 1,631 1,054 2,567 332.00 2,011 1,821 4,388 Device Routing Invert Outlet Devices #1 Primary 327.00' 4.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/Outlet Invert= 327.00'/326.43' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.09 sf #2 Device 1 329.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Secondary 330.30' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.13 cfs @ 12.03 hrs HW=330.52' (Free Discharge) 't--1=Culvert (Passes 0.13 cfs of 0.35 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.13 cfs @ 5.77 fps) Secondary OutFlow Max=1.58 cfs @ 12.03 hrs HW=330.52' (Free Discharge) L3=113road-Crested Rectangular Weir(Weir Controls 1.58 cfs @ 1.19 fps) Proposed Type 1124-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 1/15/2018 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 41 Pond DET: Detention Pond Hydrograph 2.32 CfS ■Inflow y� QQM Primary ■Outflow InfloY�`�, Area-0.298 at ■Secondary IIIIIIII le 1.74 cfs Stbea'g';e,".. l#880'; ef'; 2 1.62 cfs w -I-7-7--T-7-I- T V IIIIIII I IIIIIIIIIIIIIIIIIIIIIII 3 IIIIIII I IIIIIIIIIIIIIIIIIIIIIII LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours)