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stormreport Queensbury
O'Reilly Redevelopment Project 682 Glen Street Town of Queensbury Warren County, New York DATED: 5/15/17 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, 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 1 acre with a minimum width of 150' (148.25' existing). The site is currently occupied by a ±2,500 sf, 1 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 that stormwater 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. As both watersheds ultimately discharge to Halfway Creek within close proximity of the site, Halfway Creek has been used as a design point for calculation and analysis purposes. The existing watershed areas and topography are illustrated on the Existing Drainage Tributary Map included on the next page of this report. o SPOTS f""• _ y O 1 g J IYc'RArvLf OfUNEATION Llhi' 11 _ II � oHT I yr -or � V „ i \ .III IIS it iii it �Ee1 I' AREA=0.705'AC �� ' ' \h h n CN=87 a_ � TC-611hIN. 4! T�AuAL Rrn✓a I I I I � x I �: I <✓ z /'' lbf lNN PTO dN ...�...:. �.:. r-l/�lullel,burr � III� i � ,_� (,/l✓r/z 31 I I � � �4 _I pp i I n ISTORY —r FRhb1c`U!/llLxtFG -i-` N BLOG L✓Z Pf 4 i m \ I 9� ( k; m� -� \''"�,t ��, :✓'�;.�' I _ x 4 d _ .......... aui { .......................... ........ ........ PT r 11 zo- -' r IIS l✓T>'110/ GO_. Bat a m. lNV P75.9g .: % - �-.. r �. l✓391101 Y ^ - - -_ - - >. .� A �� B r , 111111 e rmr cR _ _ r� m ra- - - - 1 6BZ-.Lrs 98 - qry� ]� - - - B Aft TS ��� ������ fl 11' L(A///l/ tMirynf T?N.P a-^—IL� 6vN(Bf T7�7 - / CRT=.I.k24d !/(t Ul'N,A/l M1'l/M x ',JAI rB)JAl N ✓ ✓ lrri(c)Jza,S ✓//�✓ AREA=0.085 AC (AKA ROUTE s) (,IrKIE I (.AKA GLENS FALL-LAKE GEORGE HIGMNAY) (STATE HIGHWAY LAYOUT NG 41]) n CN=7� _ �� -!o (VAFlASU—IDTH - (—LIALT RO Ul--SPEED LI MIT 30 MPH) = / �Two r«r ;''� TC=6 MIN. ,,'�� - - EXISTING DRAINAGE War B a�- YYrT� TRIBUTARY TARP lY AP crrt uaal cxr a74z! VA rxr=sasar lrr(a)�..vxas � f tmr T✓rBnwvr �uI✓u�re/a'�Fre � (QaommnxYT+rnRnmr PREPARED BY BOH LER E N G I N E E R I N G NOT TO SCALE 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. Due to site constraints and the topography of the proposed site modifications, access drive, and sidewalk. It is expected that there will be a slight increase in discharge rate to the Glen Street storm sewer. The increase is anticipated to be approximately 0.17 cfs and accounts for approximately 0.25% of the capacity of the 48" storm sewer within Glen Street and is an insignificant increase of flow (the 48" storm sewer has been calculated to have a capacity of±65.5 cfs). However, this increase in flow to the Glen Street storm water system has been offset within subcatchment P-113 and total contributing flows to Halfway Creek from the proposed redevelopment have been reduced. Stormwater from watershed area P-113 sheet flows overland and pipe flows to a proposed onsite infiltration 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 infiltrated into the ground and, for larger storm events, 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, and 100 year storms. 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. I 4 I � I I ti 59P15 'Z``•• __ v 9 m II � d III I s v � `•. III — z o 1 A ]� N _. , ------------ n --------- 7-- ,{\ 4 0' 1 7 7� .\ 6 LL Y\ III 0 0 \ II I \ ,TGR'T�A i\ --------------- P-1P i \ I AREA=0.662 AC \ CN=90 i t TC=6 MIN. II I II I 1 � M 1 0 o W l s , r.'Harr rxamr m PIN 14m AKIW YL N RIMt..LiLI.R7_ � � Sam�' ,eo w caseurm R1N'7.}1.(J7 � � ,x G' Y�ut 7Pkfve'N't of oot re— ` IIIIIIIIII I; o ' h)11�O�f- � -1 l,_ GRT:J(t.Tfi AREA=0A21 AC„( - - - LE STREET cN=6$ ��®�®�E� ���l���lC (AKA ROUTE B) _ (AKAGLENS FALL-LAKE GEORGE HIGHWAY) n I i E (STATE HIGHWAY LAYOUT NO.41]) T =6 MIN!. =� / ; _ (ASPHALT ROADWAY SPEED LIMIT 301APH) 700 WAY 53D- TRIBUTARY MAP PREPARED BY_. _ �_1 - _ .- .::: �V __`— __ _. u n firP�ra��, �Rt- 421 „��r��T B O H L E R tso't rn errz�Tmwnrrtl �� I a90't m rzru:TrrnRrovr E N G I N E E R I N G NOT TO SCALE Conclusion The proposed redevelopment has been designed to release stormwater at a rate not to exceed pre-development conditions for the 1, 10, and 100 year storm event as demonstrated in the table below. This is achieved primarily through the installation of an infiltration/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 Quantity (cfs) Summary Table Rainfall Watershed 1A Watershed 1B Watershed 1 Total %0 Event Existing Proposed Existing Proposed Existing Proposed 1 Year 0.04 0.04 1.29 0.00 1.33 0.04 -97% 10 Year 0.17 0.21 2.75 1.05 2.92 1.26 -57% 100 year 0.43 0.60 5.23 4.78 5.47 5.38 -1 J. DP- 1 ES- 1 Pre Design Point 1A E-1 A D P-2 AN ES-2 Pre Design Point 1 B E-1 B Subcat Reach on Link Routing Diagram for Existing Prepared by Bohler Engineering, Printed 5/15/2017 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Existing Prepared by Bohler Engineering Printed 5/15/2017 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.177 49 50-75% Grass cover, Fair, HSG A (ES-1, ES-2) 0.087 79 50-75% Grass cover, Fair, HSG C (ES-2) 0.038 98 Paved parking, HSG A (ES-1) 0.488 98 Paved parking, HSG C (ES-2) 0.791 85 TOTAL AREA Existing Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.215 HSG A ES-1, ES-2 0.000 HSG B 0.576 HSG C ES-2 0.000 HSG D 0.000 Other 0.791 TOTAL AREA Existing Prepared by Bohler Engineering Printed 5/15/2017 HydroCADO 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 0.177 0.000 0.087 0.000 0.000 0.264 50-75% Grass cover, Fair ES-1, ES-2 0.038 0.000 0.488 0.000 0.000 0.527 Paved parking ES-1, ES-2 0.215 0.000 0.576 0.000 0.000 0.791 TOTAL AREA Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentES-1: E-1A Runoff Area=3,709 sf 45.05% Impervious Runoff Depth=0.35" Tc=6.0 min CN=71 Runoff=0.04 cfs 0.002 of SubcatchmentES-2: E-113 Runoff Area=30,734 sf 69.21% Impervious Runoff Depth=1.06" Tc=6.0 min CN=87 Runoff=1.29 cfs 0.063 of Reach DP-1: Pre Design Point 1A Inflow=0.04 cfs 0.002 of Outflow=0.04 cfs 0.002 of Reach DP-2: Pre Design Point 1B Inflow=1.29 cfs 0.063 of Outflow=1.29 cfs 0.063 of Total Runoff Area = 0.791 ac Runoff Volume = 0.065 of Average Runoff Depth = 0.99" 33.39% Pervious = 0.264 ac 66.61% Impervious = 0.527 ac Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ES-1: E-1A Runoff = 0.04 cfs @ 11.99 hrs, Volume= 0.002 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 2,038 49 50-75% Grass cover, Fair, HSG A 1,671 98 Paved parking, HSG A 3,709 71 Weighted Average 2,038 54.95% Pervious Area 1,671 45.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment ES-1: E-1A Hydrograph 0.048 -1-1-J--i -1--1--'--'--L-i-1-J--1--1--L-i-i-J------L-L-1-1--1--1-- ■Runoff 0.046 -fi-T- --I 0.04 cfs -rt--------r-fi- - ------'r-fi-7- ------'r-r-rt- ----1-- 0.044 - - - --�---- --- ------i-- - - - --1- 0.042 - -+- ----�--� -+- -------- - - - ------ - -+- -p- e�llry - 0.04 - - -------- �, - - --------�,------------�- 0.038 -1-1-J----'--' -1-1--1------L-i- -J------L-i 0.036 -r-T- --li--i--li -T- --li----T-r-r- 0.034 --' - --li-=i 'i� 'I1L4'i-/�-Iar�3./�l9-s1-- L-i- - --'--' -i- - ------L-L- -� 0.032 0.03 -+-+-+----i--i -+-+------r-r-+-+-+----iin--of-f-VO-s--m-i--e-ri- QM -Ia-# - w0.028 - -+- ------ -+-'-------- - - - ------ -�����-n�+- ------ *�-�/-� --C-F-- 0.026 r-T- ----i--'i -T-T----i--'i-T-r- - ------Runoff Depth-=a.35'� 3 0.024 - - ------'--' - - ------'-- - - --------'-- - ------'r-�-'-- - /-� ---,-{'-- - 0.022 -r-1-1--i--r-I -1-1------r-r-r-1-1----r-r-r-1-1---- &:6.�17r irr 0.02 - '---' ------'--' --' --'---------- '---'---------- '---' --------'--'- - -- 0.018 -+-+-+----+-i -+-+--------+-+-+-+-+--+-+-+-+-+-+--+-+-+ �I -- 0.016 j- - - ----�--' 0.014 -i-+- ----'--' -1-1--------L-i-1-J--1--1--L-i-+- ------L-L-1-1--1--1-- 0.012 -T-+-1--I--I--I -1-1--------1-r-1-1------1-r-1-1------1-1-1-1----I-- 0.01 - '---' ------'--' --' --'---------- '---'---------- '---' ----------'---'--'----'-- 0.008 -r-+-+----i--i +-+------r-r-r-+-+------r-r-+-+------r-r-+-+----i-- 0.006 - - - ----�--� - ------�-- - - - ----�--�- - - ----�--�- - - ----�-- 0.004 -+-+-+----i-- ---i--+-+-+-+--i--i--+-+-+-+--i--i--+-+-+-+--i--i-- 0.002 0 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 34'3"5"'3''6 Time (hours) Existing Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment ES-2: E-1 B Runoff = 1.29 cfs @ 11.97 hrs, Volume= 0.063 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 5,656 49 50-75% Grass cover, Fair, HSG A 3,807 79 50-75% Grass cover, Fair, HSG C 21,271 98 Paved parking, HSG C 30,734 87 Weighted Average 9,463 30.79% Pervious Area 21,271 69.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment ES-2: EAB Hydrograph ❑Runoff 1.29 cfs Type, II'�, 2'4-,hr 1yr RainfallT2.2�,0',� -------- -'I- - -'I- -- -'r- 'I- -,-R�inrofif-A a =30ja4 Sf- Ku n'off V01 p r000.003 o f w Runoff; Qept,h 141.0',6" LL Tt"610'Mill 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 8 Summary for Reach DP-1: Pre Design Point 1A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.085 ac, 45.05% Impervious, Inflow Depth = 0.35" for lyr event Inflow = 0.04 cfs @ 11.99 hrs, Volume= 0.002 of Outflow = 0.04 cfs @ 11.99 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach DP-1: Pre Design Point 1A Hydrograph ----- - -r- -+- - - ------------ - - -+- - - - QI-flow 0.048 -r-r- - r-r-r-r-r-r-r-r -- r-r-r-r-+-r-r-r- ■Outflow 0.046 -L-L- 0.04 cfs -'--'--'--L_L_L_1_+_1 1_-1- I 1--I--L j (�J_ 0.044 - T-r-T-r-r ----1--r-T-T-T-r-T-T-''�-WI-1- Ar 'F'�`��� Y -Ori 0.042 -L-1-+-L-L --------L-r-L-L-+-L- -L------------L-L-L-+-1-L-L- 0.04 -r-r-+-r-r --------r-r-r-r-+-r-r-r------------r-r-r-+- - -1- 0.038 -L-1-+-L- ------'--r- -L-L-+-L- -L------------r-L-L-+-L- -L- 0.036 -r-r-+-r-r --------r-r-r-r-r-r-r-r----------r-r-r-r-r-r-r-r- 0.034 -L- - - -- --------'-- -L- - - - ----------------L-L- - - --'- 0.032 -r-r-r-r-r ----r---r-r-r-r-Y-r-r-r------r---r-r-r-r-r-r-r-r- 0.03 -L-1-+-L-L --------r-r-L-L-+-L- -L------------L-L-L-+-1-L-L- m 0.028 -r-+-+-+-+ ------r-r-r-r-+-+-+-+-+--------r-r-r-r-+-+-+-+-+- 0.026 ---------- ------------------------------------------------- 3 0.024 -r-r-r-r-r ------r-r-r-r-r-r-r-r-r--i--i--i--r-r-r-r-r-+-r-r-r- a0.022 -L- - - -- --------'-- -L- - - - ----------------L-L-1-1-1--'- 0.02 --i--i--+-+-r-+-+-+-+-+-+--i--i--i--+-+-+-r-+-+-+-+-+- 0.018 ---------- ------------------------------------------------- 0.016 -r-+-+-+-+ --i--i--r-r-r-r-+-+-+-+-+--i--i--i--r-r-r-r-+-+-+-+-+- 0.014 ---------- ------------------------------------------------ 0.012 -+-+-+-+-+ -----+-+-+-+-+-+-+-+-+--------+-+-+-+-+-+-+-+-+- 0.01 ---------- ------------------------------------------------ 0.008 0.006 ---------- ------------------------------------------ 0.004 0.002 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 9 Summary for Reach DP-2: Pre Design Point 1 B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.706 ac, 69.21% Impervious, Inflow Depth = 1.06" for lyr event Inflow = 1.29 cfs @ 11.97 hrs, Volume= 0.063 of Outflow = 1.29 cfs @ 11.97 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach DP-2: Pre Design Point 1B Hydrograph ❑Inflow 'i 'i 'i 'i 'i 'i 'i 'i 10 Outflow x.29 cfs Inflow Art ea, 0.706 ac, 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 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 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 0 LL 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 10 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentES-1: E-1A Runoff Area=3,709 sf 45.05% Impervious Runoff Depth=1.15" Tc=6.0 min CN=71 Runoff=0.17 cfs 0.008 of SubcatchmentES-2: E-113 Runoff Area=30,734 sf 69.21% Impervious Runoff Depth=2.31" Tc=6.0 min CN=87 Runoff=2.75 cfs 0.136 of Reach DP-1: Pre Design Point 1A Inflow=0.17 cfs 0.008 of Outflow=0.17 cfs 0.008 of Reach DP-2: Pre Design Point 1B Inflow=2.75 cfs 0.136 of Outflow=2.75 cfs 0.136 of Total Runoff Area = 0.791 ac Runoff Volume = 0.144 of Average Runoff Depth = 2.18" 33.39% Pervious = 0.264 ac 66.61% Impervious = 0.527 ac Existing Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment ES-1: E-1A Runoff = 0.17 cfs @ 11.98 hrs, Volume= 0.008 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 2,038 49 50-75% Grass cover, Fair, HSG A 1,671 98 Paved parking, HSG A 3,709 71 Weighted Average 2,038 54.95% Pervious Area 1,671 45.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment ES-1: E-1A Hydrograph - r-T- ----�I--T-r-T----�F-7-T-T----�F-�F-T-T-T----�F-F T-T-T----�+-r-T--1 ■Runoff 0.18 -T-T-T--I 0.17 cfs --I- T-T- --I--I- -T- -T------ -T-;-T----'�-T-T-T-- 0.17 -T-7-7----I-- -,------7-7-7----I----7-7-7------7-T�7�-011 7 -- 0.16 hr -r-r-r--i--r- -r----r-r-r-r----r- -24--7w-r-- 0.150.14 0.13 -+- - ----i-- -1------r-+- --------r-+ Tr +- Ru rtldff Ardc1=3 709'Sf- 0.13 -+-+-+-+--+- -+-+--+-+-+-+-+--+-+-+-+-+-+--+-+-+-+-+--�-Z+-+-+-+-- 0.12 -+-+-+--'--�- -+-+----+-+-+- --+-� - + w0.11 - - - ----'-- - ----'-- - - ------'-- - - ------,-1-I-�--'--_�-+-1-- --Runoff,Depth�1 1,5111-- 0 0.09 - - -J----'-- - --1--1--L-L-1--1------L-1-J------L-1-� ��� 111 -- LL 0.08 -1-1-J--1--1-- - --1--1--L-L-1--1------L-1-J----'-- -+- - --'-( -i-+- -- 0.07 - ' - ------''-- - ----''--' - ' - ------''--' - ------''--' - '+- ----- �'I• -- 0.06 0.05 0.04- 0.03- 0.02- 0.01- 0- .040.030.020.010 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment ES-2: E-1 B Runoff = 2.75 cfs @ 11.97 hrs, Volume= 0.136 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 5,656 49 50-75% Grass cover, Fair, HSG A 3,807 79 50-75% Grass cover, Fair, HSG C 21,271 98 Paved parking, HSG C 30,734 87 Weighted Average 9,463 30.79% Pervious Area 21,271 69.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment ES-2: EAB Hydrograph -T-,--I--I- T-T- --I--I-T-T------ -T-T- ----T-T-T------ -T-T------T-T- 3 0 Runoff 2.75 cfs Typel II'�I 24-hr 10yr Ra,infa',IIT3.64" - ' - - L-L-- L L-L-L-RunoffA�-eA;3,M JULSU 2-Runoff2- Runoff V I 6'a wI I 1 1 14Runoff; DIept,h 121.311 .V.. LL -610 niiri � V IIIL 05 6 7 8 9 10 117 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 13 Summary for Reach DP-1: Pre Design Point 1A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.085 ac, 45.05% Impervious, Inflow Depth = 1.15" for 10yr event Inflow = 0.17 cfs @ 11.98 hrs, Volume= 0.008 of Outflow = 0.17 cfs @ 11.98 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach DP-1: Pre Design Point 1A Hydrograph -,-,- - ----------,-,-,- - --------,--;-,-,- - - ------,--;-;-,- - p Inflow - - - - --- - - - ------ - ---------- - - ■Outflow 0.18 0.17 cfs - - - - 0.17 --- ,-- ---------;- ------14101 �-Arela=0.1� 5r-ac 0.16 - -I'�- I'� ��--�� --I'�-I'�-I'�- I'� ��--��--�--�--�------�-�-�--��--�--�--�--�----�- 0.15 0.14 0.13 0.12 -L-L-L- - -'-- -L-L-L- - --'--'------L-L-L-L-L----------L-L-L- 0.11 0.1 - L-L-L- - --- -L-L-L- - ----------L-L-L-L-L----------L-L-L- 0 0.09 -L-L-L- -L ---L-L-L-L- -L----------L-L-1-L- ----------L-L-L- a 0.08 0.07 -L-L-L- -L ---L-L-L-L- -L----------L-L-1-L- ----------L-L-L- 0.06 - - - - - --- - - - - - ---------- - - - - ----------L- -I- 0.05 - - - - - --- - - -+- - ---------- - -+- - ---------- - -+- 0.04 - -+-+-+- --- -+-+-+-+-+--I--I--I--I-- -+-+-+- ---------- -+-+- 0.03 0.02 0.01 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP-2: Pre Design Point 1 B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.706 ac, 69.21% Impervious, Inflow Depth = 2.31" for 10yr event Inflow = 2.75 cfs @ 11.97 hrs, Volume= 0.136 of Outflow = 2.75 cfs @ 11.97 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach DP-2: Pre Design Point 1B Hydrograph - - - - -- --------- - -- - - ❑Inflow 3 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 ❑Outflow 2.75 cfs Inflow �Ar'ea, 0.746 ac, -r-r-r--i--i -r-r-r-r--i--i--r-r-r-r-r-r--i--i--r-r-r-r-r-r--i--r-r- 2- .2 LL 0-JJL M1 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 // 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 5/15/2017 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Page 15 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentES-1: E-1A Runoff Area=3,709 sf 45.05% Impervious Runoff Depth=2.93" Tc=6.0 min CN=71 Runoff=0.43 cfs 0.021 of SubcatchmentES-2: E-113 Runoff Area=30,734 sf 69.21% Impervious Runoff Depth>4.55" Tc=6.0 min CN=87 Runoff=5.23 cfs 0.268 of Reach DP-1: Pre Design Point 1A Inflow=0.43 cfs 0.021 of Outflow=0.43 cfs 0.021 of Reach DP-2: Pre Design Point 1B Inflow=5.23 cfs 0.268 of Outflow=5.23 cfs 0.268 of Total Runoff Area = 0.791 ac Runoff Volume = 0.288 of Average Runoff Depth = 4.38" 33.39% Pervious = 0.264 ac 66.61% Impervious = 0.527 ac Existing Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment ES-1: E-1A Runoff = 0.43 cfs @ 11.97 hrs, Volume= 0.021 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 2,038 49 50-75% Grass cover, Fair, HSG A 1,671 98 Paved parking, HSG A 3,709 71 Weighted Average 2,038 54.95% Pervious Area 1,671 45.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment ES-1: E-1A Hydrograph -r-r-r--i--r-r-r-r--i--r-r-r-r--i--r-r-r-r-r--i--r-r-+-r-r--i--r-r-r-r-- 0.48 - - --'i--'i--'-- - ----'i--'i- - - --'i--'i--'i- - +I --'i--'i--'i-- - +I - --'i--'i--'i- - +I --'i-- ■Runoff 0.46 -+-+-+-+ -+--+-+-+-+-+--+-+-+-+-+-+--+-+-+-+-+----+-+-+-+-- 0.43 cfs 0.44 -T-7 -1-r----r-r4-r--1-- 0.42 7ype�lt2 0.4 -+-+-+--i--+- -+----+-r-+-+-+--+-+-+-+-+----+-+-+-+-+--I--+-+-+-+-- 0.38 - ,-- ------li-- - ----li--li-- li--li--li--li--li-li- 1--iFon r, Rain#-aNT610;4''-- 0.36 - - ------ - ------ - - -------- - - --- - -+- - ---- - -+- -- 0.34 -r-r-r--i--r- -r--i--r-r-r-r--1--1--r-r-r RU h6f Ar&6=3;709TSf- 111111 0.32111111 - M1 0.3Vplp • =0-0�1 oaf 0.28 -,- ------,-- - ----,--,-,- ------,--,--, ----- -,--,--, ----- -, --,-,--, --,-- 026 -i- -J----'-- - --1--1--L-L-1--1------L_1_ + i 1-- I Un DepthT�.R3' 3 0.24 -r-r-r--i--r- -r------r-r-r----r-r r-r-r--i--r r-+-r- --r-r-r-r-- 0 022 - ------'-- _T ------------------------------------ 1 ��� -- LL 1 0.2 -1- - ------ --�------r-l--�--I--I----L-1-J--I--I--r-+-�-�--I-- - -+y- -- j/ 0.18 -r-r-r--�--r- -r--�--r-r-r-r--�--�--r-r-r-r--�--�--r-+-r-r--�- r — -- 0.16 ---------'-- --'--'--'--'--'---'--'--'--'--'---'--'--'--'--'-- '---'--'--'----------- 0.14 -+-+-+--i--+- -+--I--+-r-+-+-+--+-+-+-+-+--I--+-+-+-+-+--I--+-+-+-+-- 0.12 - - - --�--� 0.1 - - - ------ - ------ - - -------- - - ------ -+- - ----r-I-+- -- 0.08 -r-r-r--i--r- -r----r-r-r-r----r-r-r-r-r----r-r-+-r-r----r-r-r-r-- 0.06 ---------'-- -'--'--'--'--'---'--'--'--'--'---'--'--'--'--'-- '---'--'--'--'-- '---' --'-- 0.04 -+-+-+--I--+- +--+-+-+-+-+--I--I--+-+-+--I--I--+-+-+-+--I-- - 0.02 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment ES-2: E-1 B Runoff = 5.23 cfs @ 11.96 hrs, Volume= 0.268 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 5,656 49 50-75% Grass cover, Fair, HSG A 3,807 79 50-75% Grass cover, Fair, HSG C 21,271 98 Paved parking, HSG C 30,734 87 Weighted Average 9,463 30.79% Pervious Area 21,271 69.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment ES-2: EAB Hydrograph ■Runoff 5.23 cfs - - 5 ype -r- 100yr Rainfa',IIT6.04" +- -- -- - ----'--+- ----'--' -+-+ -ftrfoff-Ate&30ja4 Sf- 4 �i Kunoff Vp1;jMq=0.2$ of w - ',- ----'1-',- ----',-',- --'1 '1- - - --II----'Runo -Mer/ I'li�■ ILII 4- I'I5"- 3 T Tt'610 Mill 2- 0 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Reach DP-1: Pre Design Point 1A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.085 ac, 45.05% Impervious, Inflow Depth = 2.93" for 100yr event Inflow = 0.43 cfs @ 11.97 hrs, Volume= 0.021 of Outflow = 0.43 cfs @ 11.97 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach DP-1: Pre Design Point 1A Hydrograph -r-r-r-r-t------r-r-r-r-t-r-t----------r-r-t-r-r----------r-r-t- 0.48 - - - - ----------il- - - - ----------il- - - - - --------il-il- - - 0lnflow -r-+-+- -r-r-+-+-+-+----------r-+-+-+-+----------+-+-+- ■Outflow 0.46 - 0.43 cfs ---- '-- - ----'I- -y�- 1---- /� pQ---- ----- 0.44 -+-+- ---+-+-+-+- -+--I--I� 111 - I/1,i�ia= o---- ac - 0.42 ---;------ --------;-;- --I--I--I--I--;- ----;- - --I------------T- 0.4 -L-L-1-1-1 --'--L-L-L-1-1-J--1--1------L-L-1-1-1----------L-L-1- 0.38 -r-r-T-T-T --' -'r-r-r-T-T-T------'--' -r-r-T-T-T------'--' -'r-r-T- 0.36 -L-L-1--- ----L-L-1-1- - --'--'------L-1-1-1-1----------L-1-1- 0.34 -T-T- -,- --'r-'r-r-r-T--------------r-r-T- - ----------'r-r-T- 0.32 ---------- 11---------------------------------------------- 0.3 -r-r-T-T-r -44-r-r-T-T-r------r-r-r-r-T-T-T------r-r-r-r-T- 0.28 ---------- -------------------------------------------------- u 0.26 -+-+-+-+-+ -I--r-r-+-+-+-+--I--I--I--I--+-+-+-+-+--I--I--I--I--+-+-+- 3 0.24 ---------- ------------------------------------------------- 0 0.22 -L- -,- - -I-- -L- -+- - --------I--L- -+-1-1--1--1----I-- - -+- a 0.2 -;-;- - -- - -r- ------I--;-;-;-;- - ------I--;-i_--;- 0.18 -L-L-1---1 -'-- -L- -1- -J--'--'--'--'--L-L-1-1-1--1--1--1--1--L-L-1- 0.16 -r-r-r-,-T ---r-r-r-T-,-T----------r-r-T-T-r--I--I--I--I--r-r-T- 0.14 -L-L-1- - -'-- -L-1-1- -J--'--'--'--'--L-L-1-1-1--1--1--1--1--L-L-1- 0.12 -r-r-r-r- -__t-r-r_t_r-t--______--r-r-t-r-r----------t-r-t- 0.1 --------- ------------------------------------------------- 0.08 -r-+-+-+- ---r-r-+-+-+-+----------r-+-+-+-+----------+-+-+- 0.06 --------- -- -------------------------------------------- 0.04 0.02 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Reach DP-2: Pre Design Point 1 B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.706 ac, 69.21% Impervious, Inflow Depth > 4.55" for 1 00y event Inflow = 5.23 cfs @ 11.96 hrs, Volume= 0.268 of Outflow = 5.23 cfs @ 11.96 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach DP-2: Pre Design Point 1B Hydrograph ❑Inflow L L ❑Outflow - - -L 5.23 cfs -L-L-L- L-L1010*1 Q►r'eal �• CC I I I I I I I I I I I I � 5 4 3 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 0 LL _L_1_1__I__ _L_L_1_L__I__I__I__L_L_1_L_J__I__I__L_L _L_L_L__I__I__L_ 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 0 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) (7S P-1 A 5R Post Design Point 1A 4R 2P Post - Design Point 1 B DET 3S P-1 B Subcat Reach on Link Routing Diagram for Proposed Prepared by Bohler Engineering, Printed 5/15/2017 EHydoCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Proposed Prepared by Bohler Engineering Printed 5/15/2017 HydroCADO 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 (3S, 7S) 0.136 74 >75% Grass cover, Good, HSG C (3S, 7S) 0.556 98 Paved parking, HSG C (3S, 7S) 0.791 87 TOTAL AREA Proposed Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.098 HSG A 3S, 7S 0.000 HSG B 0.692 HSG C 3S, 7S 0.000 HSG D 0.000 Other 0.791 TOTAL AREA Proposed Prepared by Bohler Engineering Printed 5/15/2017 HydroCADO 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 0.136 0.000 0.000 0.235 >75% Grass cover, Good 3S, 7S 0.000 0.000 0.556 0.000 0.000 0.556 Paved parking 3S, 7S 0.098 0.000 0.692 0.000 0.000 0.791 TOTAL AREA Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment3S: P-113 RunoffArea=28,815 sf 76.62% Impervious Runoff Depth=1.27" Tc=6.0 min CN=90 Runoff=1.43 cfs 0.070 of Subcatchment7S: P-1A Runoff Area=5,628 sf 38.17% Impervious Runoff Depth=0.27" Tc=6.0 min CN=68 Runoff=0.04 cfs 0.003 of Reach 4R: Post- Design Point 1 B I nflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 5R: Post Design Point 1A Inflow=0.04 cfs 0.003 of Outflow=0.04 cfs 0.003 of Pond 2P: DET Peak Elev=329.76' Storage=1,693 cf Inflow=1.43 cfs 0.070 of Discarded=0.05 cfs 0.070 of Primary=0.00 cfs 0.000 of Outflow=0.05 cfs 0.070 of Total Runoff Area = 0.791 ac Runoff Volume = 0.073 of Average Runoff Depth = 1.10" 29.66% Pervious = 0.235 ac 70.34% Impervious = 0.556 ac Proposed Type 11 24-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: P-1 B Runoff = 1.43 cfs @ 11.97 hrs, Volume= 0.070 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 4,953 74 >75% Grass cover, Good, HSG C 1,783 39 >75% Grass cover, Good, HSG A 22,079 98 Paved parking, HSG C 28,815 90 Weighted Average 6,736 23.38% Pervious Area 22,079 76.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: P-1 B Hydrograph ❑Runoff 1.43 cfs Type, 11, 2'4-,hr 1yr RainifallT2.2,0',P Ru n'off Ate&28,81 S O ' Kunoff V41uMq=0.010 of w Runoff; Qept,h 141.2,7" LL1 Tt-61b'niiri 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 7S: P-1A Runoff = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr lyr Rainfall=2.20" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 981 74 >75% Grass cover, Good, HSG C 2,148 98 Paved parking, HSG C 5,628 68 Weighted Average 3,480 61.83% Pervious Area 2,148 38.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: P-1A Hydrograph 0.048 - -+- -------- - -'-------- - - - -t--- - -+- ------ - - - -1-t- ■Runoff 0.046 -r-T - 0.04 cfs --- --r-r-r- - ------r-r-T- ------r-r-T- ------ 0.044 --------'---- --- ---------------------------' --' r�/ �j - 0.042 -+-+-y--li--i--li -+-rt--li--li--Ir-r-+- -y--li--li--Ir-+-+-y-p-IiJw-�1 �ewrrrUrtsZ��-li"ir 0.038 -+-+- ----i--i -+- --------+-+- - ------+-'Iyly��p�Rain4QIC4#22107-- 0.036 --- --li--li--i-- - - --li--i--i--il-- it-- --li-Ji--li Uli1�l' EhiA-r6a 5, I2&a- 0.034 -1-1-J-�--'--' -1-1-J--1--L-�-i-�-�--'--i r— i 0.032r-r-I-I----r-r- -T-�--i--r-r- i-a-�-- 0.03 ------------ -------------------- '� -Y-0� e'��Y`� ''rT F 0.028 -+-+- ----i--i -+- --------+-+- - ------+-+-+- ------+-+-+- ----i-- 0.026 - - - ----,--, - - ----,--;-;- - - ------� E}� 3 0.024 - - - ------ - - -------- - - - ------ - - - ------ - - - -----{-- a0.022 -r-T-r----r-i -T-r------r-r-r-r-r----r-r-r-T-r----i1Ab�.0,n1iW- - ------'--' - - ------'-- - - --'--'- 0.02 -- --- - - '---' --------'--'- - 0.018 -+-+- ----i--i -+- --------r-+- - ------r-+-+- ------+-+ - 0.016 - - - ----�--i 0.014 -+-+- ----i--i -+- ------i-- -+- - ------+-+-+- ------+-+-+- ----1-- 0.012 - - - ----'-- ' 0.01 1-1-J--1--'--' 1-1------'--L- - -J----'--L- -1-J--1----L-L-1- ----'-- 0.008 -r-r-r--i--r- r-r--i--i--r-r-r-r-r--i--r-r-r-r-r--i--r-r-r- r-r--i--i-- 0.006 - - - ----'-- ------'-- - - - ----'--i- - - ----'--i- - - ----'-- 0.004 -+-+- ----i-- + -+- - ------+-+-+- ------+-+-+- ----1-- 0.002 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 8 Summary for Reach 4R: Post - Design Point 1 B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.662 ac, 76.62% Impervious, Inflow Depth = 0.00" for lyr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 4R: Post - Design Point 1 B Hydrograph -T-T-7--I--I--I--F-7-T-T - ❑Inflow ❑Outflow Inflow Ar'ea, 0.662 ac, 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 V 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 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 0.00 cfs 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 9 Summary for Reach 5R: Post Design Point 1A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.129 ac, 38.17% Impervious, Inflow Depth = 0.27" for lyr event Inflow = 0.04 cfs @ 12.00 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 5R: Post Design Point 1A Hydrograph + + -----+-+-+-+-+-+-+-+------------+-+-+-+-+-+-+- Olnflow 0.048 -Ir- --- -----Ii-Ii-Ir- - - --------------Ii-Ir--------- -JI- ■Outflow 0.046 - - - 0.04 cfs - r_r_ _ _ _ _`w_, n _ 0.044 ----- ---- ------I--r-r-r - 4w-Ar"I-rylir -Pic- 0.042 - -+-+- - ------I-- - - -+-+- - -+----------I-- - -+-+- - - - 0.04 �� �� -r-r-r-r-r --I--I--I--r-r-r-T-r-r-r-r--I--I--I--I--r-r-r-r-T-r-r-r- 0.038 - - - - -------- - - - - - - - ------------ - - - - - - - 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 0.036 -r-r-r-r-x- 0.034 L-1-1-I-1 --------+-r-L-I-1- - - ---------- -r-L-L-1-1-�-�- 0.032 -r-r-T-T- ----Ir-Ir-Ir-r-r-r-T-T-T- ------II--II- I -Ir-r-r-T- T- - - 0.03 -L-1-L-L-L --------L-L-L-L-L-1-L-L--I--I--I--I----L-L-L-L-L-L-L- 0.028 -r-T-T-T-T --------r-r-r-T-T-T-T-T--------r-r-r-r-r-T-T-T-T- 0.026 --------r-r-L-I-L-L-L-L------------L-L-L-I-1-L-L- 3 0.024 -r-r-t-r-r -TTT-r-r-r-r-t-r-r-t--I--I--I--r-r-r-r-r-t-r-r-r- 0022 -L-I-1-1-- --------I--r -L-I-I-L-I--I--I--I--I--I------r-I-I-I-I--I- LL 0.02 -r-r-T-r-r --I--I--I--r-r-r-r-T-r-r-r--I--I--I--I--r-r-r-r-T-r-r-r- 0.018 ---------- ------------------------------------------------- 0.016 -r-+-+-+-+ -----r-r-r-r-+-+-+-+-+--------r-r-r-r-+-+-+-+-+- 0.014 ---------- - --------------------------------- -------------- 0.012 -I--I--I--r-r-+-+-+-+-+-+--I--I--I--I--I--+-+-+-+-+-+-+- 0.01 ---------- ----------------------------------------------- 0.008 -+-+-+-+-+ -I--I--r-r-+-+-+-+-+-+--I--I--I--I--I--r-r-+-+-+-+-+- 0.006 ---- ----- - - - ----------------------- ----- 0.004 0.002 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 10 Summary for Pond 2P: DET Inflow Area = 0.662 ac, 76.62% Impervious, Inflow Depth = 1.27" for lyr event Inflow = 1.43 cfs @ 11.97 hrs, Volume= 0.070 of Outflow = 0.05 cfs @ 14.03 hrs, Volume= 0.070 af, Atten= 97%, Lag= 123.5 min Discarded = 0.05 cfs @ 14.03 hrs, Volume= 0.070 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 329.76' @ 14.03 hrs Surf.Area= 1,343 sf Storage= 1,693 cf Plug-Flow detention time= 422.5 min calculated for 0.070 of(100% of inflow) Center-of-Mass det. time= 422.4 min ( 1,241.5 - 819.1 ) Volume Invert Avail.Storage Storage Description #1 328.00' 3,365 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 600 0 0 329.00 1,000 800 800 330.00 1,450 1,225 2,025 330.80 1,900 1,340 3,365 Device Routing Invert Outlet Devices #1 Primary 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 #2 Discarded 328.00' 1.500 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.05 cfs @ 14.03 hrs HW=329.76' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=328.00' (Free Discharge) 't--1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Proposed Type 1124-hr 1 yr Rainfall=2.20" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 11 Pond 2P: DET Hydrograph 1.43 CfS ❑Inflow Outflow K i ❑Discarded Inflow Area-0.662 c1c ❑Primary Fleck F-- V' Jev=32'19/,76�'I -I,--I--I--I--I-- ------,l--I,--I,--I,- - - - - -S t O r W M I=;1,;6 4W-tf-- w V 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 V V 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 V LL 0.05 cfs 0.00 cfs 0 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 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 5/15/2017 HydroCADO 10.00-19 s/n 02674 ©2016 HydroCAD Software Solutions LLC Page 12 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment3S: P-1113 RunoffArea=28,815 sf 76.62% Impervious Runoff Depth>2.58" Tc=6.0 min CN=90 Runoff=2.82 cfs 0.142 of Subcatchment7S: P-1A Runoff Area=5,628 sf 38.17% Impervious Runoff Depth=0.98" Tc=6.0 min CN=68 Runoff=0.21 cfs 0.011 of Reach 4R: Post- Design Point 1 B Inflow=1.05 cfs 0.034 of Outflow=1.05 cfs 0.034 of Reach 5R: Post Design Point 1A Inflow=0.21 cfs 0.011 of Outflow=0.21 cfs 0.011 of Pond 2P: DET Peak Elev=330.47' Storage=2,765 cf Inflow=2.82 cfs 0.142 of Discarded=0.06 cfs 0.101 of Primary=1.05 cfs 0.034 of Outflow=1.11 cfs 0.135 of Total Runoff Area = 0.791 ac Runoff Volume = 0.153 of Average Runoff Depth = 2.32" 29.66% Pervious = 0.235 ac 70.34% Impervious = 0.556 ac Proposed Type 11 24-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: P-1 B Runoff = 2.82 cfs @ 11.97 hrs, Volume= 0.142 af, Depth> 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 4,953 74 >75% Grass cover, Good, HSG C 1,783 39 >75% Grass cover, Good, HSG A 22,079 98 Paved parking, HSG C 28,815 90 Weighted Average 6,736 23.38% Pervious Area 22,079 76.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: P-1 B Hydrograph - ----'--' ' - - --'--', - ' --'- - - - ___�-�-�________�-�______�-�-�______�-+- ■Runoff 3- 2.8 cfs Typel II'�I 24-hr 10yr Ra,infa,llT3.64" Ru n'Ioff Ate&=28 81 S O -+-+----+-+ -+--+-+-+-+--+-+-+-+-+--I--+-+-+--I--I--+-+-+-�I--I--+-+- 2 KunoffV41Prrq=0.142 of F Runoff; QelPt h-2,.518" LL Tt-'60 1niiri ' - - ----'--L -----L-1------'L- -i-J----'L-L-i------'L-1-1- 1 =�9( - � IIIIII IIIIIIIIIIIIIIIIIII 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 7S: P-1A Runoff = 0.21 cfs @ 11.98 hrs, Volume= 0.011 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Rainfall=3.64" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 981 74 >75% Grass cover, Good, HSG C 2,148 98 Paved parking, HSG C 5,628 68 Weighted Average 3,480 61.83% Pervious Area 2,148 38.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: P-1A Hydrograph -r-r-r--1--r-r-r-r--1--r-r-r-r--1--1--r-r-r-r--1--1--r-r-r-r--1--r-r-r-r-- 0.24 - - --'i--'i--'-- - ----'i--'i- - - --'i--'i--'i- - --'i--'i--'i-- --'i-- ■Runoff 0.23 +-- +-0.2cfs +------+-+-+-+----+-+-+-+-- 0.22 - - - - - T � 0.21 ---------'-- _ -------- ___ _ _ _ ______ _ _ ________ _ 00 11 1 1 1 K"1 1 r-- 0.2 -+-+-+--1--1-- -+--1--1--r-+-+--1--1--1--+-+-+-A--/-+-,-rp+-1j-+�-w---�r-+-�►+Iw-+-- 0.19 --- ------i-- - --li--li_-1_- 1_- --li--li_-1_-1_- --li- nt,r RainfaI11:;3,64,1-- 0.18 - - ------ - --1---- - - -------- - -p�-�-�--Tri /� ,,�� �► 0.17 r- - --1--I- - --1----r-r- --1i--1--I- TRUIhdf Ar&6 5;628TS#- 0.16 ----------'-- ' --'--'--'--'-- '---'--'--'--'--'---' -=------=-----=-------- ' -=-- 1 J�J,i,„, �Wi,/G�a_ (yv' 1 i 0.15 -+- - ----I-- - ----1--r-+-+--1--I--- -i"I-•I• �T�T'-,-�I4-IO�1 Iaf 0.14 - I-- -------- - ---------- --------------------------------------- 0.13 --- ---------- ----------------- 0.13 -i-�-J--'--'-- -�--1--1--L-L-1--1--'--'--L_1_� L � 1-- �w�na#f1 DepthTO��.�8'1 3 0.12 -r------1--Ir- - --li--Ir-r-r-.--li--Ir-I--r-7-7--1--1- r-r-rT-�.-�i--r-r�-,,7�-r-- 0 0.11 ------------ ------------------------------------ 1 4."161� IMih-- LL i I 0.1 4 0.09 -r- - --1--�- - --1--�-r-r- -�--�- -r-+- --1--�-r-T- 0.08 ----------'-- --'--'--'--'-- '---'--'---------------------------'--I -i- -JI-- 0.07 -+-+-+--1--1-- -+- -- -r-+-+--1--1--1--+-+-+--1--1--r-+-+-+--1--r-+-+-+-- 0.06 - 'I - '- '--'--'-- I -1 1- 0.05 - - - ----I-- - --1--1-- - - ------I-- - - --1--1-- -+- - --1-- - -+- -- 0.04 -r- - --�1--I-- ----��-T-T-T-�--��-��-T-T-T----� -T-T-T-T----T-r-T--1 0.03 ---------'-- -'--'--'--'--'---'--'--'--'--'---'--'--'--'--'-- '---'--'--'--'-- '---' --'-- 1 I I I 0.02 -+-+-+--I--I-- I--r-+-+--I--I--I--+-+-+--I--I--+-+-+-+--I--+-+-+-+-- 0.01 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 15 Summary for Reach 4R: Post - Design Point 1 B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.662 ac, 76.62% Impervious, Inflow Depth = 0.62" for 10yr event Inflow = 1.05 cfs @ 12.10 hrs, Volume= 0.034 of Outflow = 1.05 cfs @ 12.10 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 4R: Post - Design Point 1 B Hydrograph ❑Inflow ❑Outflow - - 1.05 cfs - - ----II--I - 1nfCQAOea -0.662a� 1 II II II II II II II II II II II II II II II II II II II II II II II II II II II 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 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 LL 0 5 6 7 8 9 10 11 12 1314 1516 17-18-1'6-20''2'l, 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 16 Summary for Reach 5R: Post Design Point 1A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.129 ac, 38.17% Impervious, Inflow Depth = 0.98" for 10yr event Inflow = 0.21 cfs @ 11.98 hrs, Volume= 0.011 of Outflow = 0.21 cfs @ 11.98 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 5R: Post Design Point 1A Hydrograph -r-r-r-r-t------r- - - t - ----------r-r-t-r-r--- --r-r-t- 11 - - - - ----------rI-r- -- -- -t-- iI- - - - - ------i--II -II- - - 01nflow 0.24 -r-+-+- -r-r-+-+-+-+----------r-+-+-+-+----------r-+-+- ■Outflow 0.23 - - 0.21 cfs - h@�� :1 ----- 0.22 -+-+- ---+-+-+-+-+-+--I- orvu- 4 �9-a - 0.21 -;-r------ ----;-;-r- - --I--I--I--I--;----- - - --I----I-------- - 0.2 -+-+-+-+-+ --i--+-+-+-+-+-+--i--i--i--i--+-+-+-+-+--i--i--i--i--+-+-+- 0.19Z -r-r-T-T-T --' -'F-r-r-T-T-T------'--' -r-r-T-T-T------'--' -'F-r-T- 0.18 -L-L-1----J ----r-L-L-1-1- --'--'--'----L-L-1-1-1--1--1------L-L-1- 0.17 -r-r-T-,-T ----r-r-r-T-,-T--I--I--I--I--r-r-T-T-T--I----r-I--r-r-T- 0.16 ---------- -------------------------------------------------- 0.15 -r-r-r-r-r --r-r-r-r-T-r-r------r-r-r-r-T-r-r ------r-r-r-r-T- 0.14 ---------- -------------------------------------------------- u 0.13 -+-+-+-+-+ -r-r-r-+-+-+-+----------+-+-+-+-+----------+-+-+- 3 0.12 ---------- ------------------------------------------------- 0 0.11 -r- - - - -I-- -r- -+- - --------I--r- -+- - --------I-- - -+- a 0.1 -r-r-;-;-- - r- -;-r-r- - - ------I--;-r-x-;- 0.09 -L-L-1-1-1 -'-- -L- -1-1- --'--'------L-r-1-1-1--------'--L-L-1- 0.08 -',- 'r- - --'I ---',-',- 'r- - ------------',- 'r- - - ----------',- 'r- - 0.07 -L-L-1-1-1 -'--L-L-L-1-1-J--'--'--'----L-L-1-1-1--1--1------L-L-1- 0.06 -r-r-r-r-t ---r-r-r-t-r-t--I--------r-r-t-r-r--I--I--I--I--r-r-t- 0.05 --- - - 0.04 -r-+-+-+- --r-r-+-+-+-+----------r-+-+-+-+----------r-+-+- 0.03 --------- -- ------------------------------------------ 0.02 0.01 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: DET Inflow Area = 0.662 ac, 76.62% Impervious, Inflow Depth > 2.58" for 10yr event Inflow = 2.82 cfs @ 11.97 hrs, Volume= 0.142 of Outflow = 1.11 cfs @ 12.10 hrs, Volume= 0.135 af, Atten= 61%, Lag= 8.0 min Discarded = 0.06 cfs @ 12.10 hrs, Volume= 0.101 of Primary = 1.05 cfs @ 12.10 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 330.47' @ 12.10 hrs Surf.Area= 1,713 sf Storage= 2,765 cf Plug-Flow detention time= 381.5 min calculated for 0.135 of(95% of inflow) Center-of-Mass det. time= 353.2 min ( 1,152.1 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 328.00' 3,365 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 600 0 0 329.00 1,000 800 800 330.00 1,450 1,225 2,025 330.80 1,900 1,340 3,365 Device Routing Invert Outlet Devices #1 Primary 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 #2 Discarded 328.00' 1.500 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.06 cfs @ 12.10 hrs HW=330.47' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=1.04 cfs @ 12.10 hrs HW=330.47' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 1.04 cfs @ 1.04 fps) Proposed Type 1124-hr 10yr Rainfall=3.64" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 18 Pond 2P: DET Hydrograph 2.82 CfS ❑Inflow Outflow K i ❑Discarded Imf'IdW Areal©•��2 + El Primary 3 V Fleck F-ley=33'10;4'7''1 2 w 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 V 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 - -- 1.11 Cfs -------- - - -4-4-+-+-+- -+- - -+- - - ------- 3 II IIIIIIIIIIIIIIIIIIIIIII LL 1.05 cfs 0 cfs 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 19 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment3S: P-113 RunoffArea=28,815 sf 76.62% Impervious Runoff Depth>4.87" Tc=6.0 min CN=90 Runoff=5.14 cfs 0.268 of Subcatchment7S: P-1A Runoff Area=5,628 sf 38.17% Impervious Runoff Depth=2.65" Tc=6.0 min CN=68 Runoff=0.60 cfs 0.029 of Reach 4R: Post- Design Point 1 B I nflow=4.78 cfs 0.142 of Outflow=4.78 cfs 0.142 of Reach 5R: Post Design Point 1A Inflow=0.60 cfs 0.029 of Outflow=0.60 cfs 0.029 of Pond 2P: DET Peak Elev=330.75' Storage=3,277 cf Inflow=5.14 cfs 0.268 of Discarded=0.07 cfs 0.114 of Primary=4.78 cfs 0.142 of Outflow=4.85 cfs 0.256 of Total Runoff Area = 0.791 ac Runoff Volume = 0.297 of Average Runoff Depth = 4.51" 29.66% Pervious = 0.235 ac 70.34% Impervious = 0.556 ac Proposed Type 11 24-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 3S: P-1 B Runoff = 5.14 cfs @ 11.96 hrs, Volume= 0.268 af, Depth> 4.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 4,953 74 >75% Grass cover, Good, HSG C 1,783 39 >75% Grass cover, Good, HSG A 22,079 98 Paved parking, HSG C 28,815 90 Weighted Average 6,736 23.38% Pervious Area 22,079 76.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: P-1 B Hydrograph ■Runoff 5.14 cfs A/I -r-t--I--r- - ----r-r-t------r-r-t-t----r-r-t----ITy�e III II4-�h�- 5 100yr Ralnfa'll=;6�I.0,4'� q V I I I I I I I I I I I I I Ru n'off Ate&28,81 S O Kunloff Vp1prpq=0.2$ of ------------------------- 3 -'IRuno Qe� 'fh--4,':8'� "- Tt,610 Mill z -r-t----r-r- -T 7-r-t------r-r-t-t----r-r-t------r-r-t----r-r-t - � V 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 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 7S: P-1A Runoff = 0.60 cfs @ 11.98 hrs, Volume= 0.029 af, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr Rainfall=6.04" Area (sf) CN Description 2,499 39 >75% Grass cover, Good, HSG A 981 74 >75% Grass cover, Good, HSG C 2,148 98 Paved parking, HSG C 5,628 68 Weighted Average 3,480 61.83% Pervious Area 2,148 38.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: P-1A Hydrograph -T-T- --1--I-T-T-T--1--I-1-T-7----I--I-T-T-T------r-T-,-T----r-T-T-T-- 0.65 ■Runoff -T-T --I 0.60 cfs - - r-T-T--- - -T-T-T--I--I--r-T-,-T--I--r-T-T-T-- 0.6 1 1 1 1 -- - -�,TYpe ',,2�,4--hr - 0.55 -- -- - OM1Yyr,Fain# -a,N=;6,104" 0.5 Ardal=5-626'sfi- 0.45 +- ----I- I- - n-f,f-Vp[J', ^ O.-�v 29 I'1 of - 0.4 F -1-1-J--1--i-- - --1--1--L-L-1--1------L-1-J--1--1-- -+- - --'-- -+-+- -- w R 0.35 � � � � � � � � � � � � � � � � � Un— De thT2.65'1 U° 0.3 Td-&O I11i11 0.25- - "q"90 - 02 -r- - --i--r- - ----�r-r-r-r--------r-r-r------r-+-r-r----r-r-r-r-- 0.15 � � � � � � � � � � � � � � � � � � � � � � � � � � � - T-T-T----I-- -1----I--r-T-T------I--T-T-r----I--r-T-T-r--I--r-T-T-T-- 0.1 -T-T--i--i--T- T----i-T-T-T--i--i--T-T-T--i--i--i--T-T-T--i--i--T-T-T--i-- 0.05 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 22 Summary for Reach 4R: Post - Design Point 1 B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.662 ac, 76.62% Impervious, Inflow Depth = 2.58" for 100yr event Inflow = 4.78 cfs @ 12.00 hrs, Volume= 0.142 of Outflow = 4.78 cfs @ 12.00 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 4R: Post - Design Point 1 B Hydrograph - L-L-L--' -L-L- ------'-- -L-L- -L------L-L-L-L- -L----'-- - ❑Inflow ❑Outflow 5 4.78 cfs Inflow �Ar'ea, 0.662 ac, 4- 4 3 3 o - -+- --'-- - - - - ------'-- - - - - ----'-- - - - - - ----'-- - 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 0 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 23 Summary for Reach 5R: Post Design Point 1A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.129 ac, 38.17% Impervious, Inflow Depth = 2.65" for 100yr event Inflow = 0.60 cfs @ 11.98 hrs, Volume= 0.029 of Outflow = 0.60 cfs @ 11.98 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 5R: Post Design Point 1A Hydrograph -I-1--I--I--I--1-1-1-T-I-I--I--I--I--I--I-I-T-1-4--I--I--I--I--1-1-T- Q Inflow 0.65 � i-i-iI--i--i--Ii--i--i ■Outflow 0.6 -- cfs - -11--��I�nf'IlOwl Arle'Ia=0.129aC- I I I I---- --I- I I I I - I I I 0.55 - - - - - ---- - - -+- - ---------- - -+- - ---------- - -+- V 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 0.5 r-+-+-+-+ --r-r-r-+-+-+-+--I--I--I--I--r-+-+-+-+--I--I--I--I--+-+-+- 0.45 0.4 v -L-L-1-1-J ---L-L-L-1-1-J--1--1------L-L-1-1-1----------L-L-1- 0.35 3 LL 0.25 -r-r-r-r-r -r-r-r-r-r-r-r--I--I--I--I- r-r-r-r-r--I--I--I--I- r-r- V I 0.2 r-r--T--1-� r r-r-r-T_,_-1II_ r r r_r_+_7_III_ r r r-r-+_ 0.15 -' - ' --'--'- -' -' -' - ' ------------'--' -' - ' ------'------'--' -' - ' - '-- -L-L-1-1- '--L-L-L-1-1-J--I--1--'--'--L-L-1-1-1--'--'--'--'--L-L-1- 0.1 I I I I I I I I I I I I I I I I I I I I I I I I 0.05 0- 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 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 24 Summary for Pond 2P: DET [82] Warning: Early inflow requires earlier time span Inflow Area = 0.662 ac, 76.62% Impervious, Inflow Depth > 4.87" for 100yr event Inflow = 5.14 cfs @ 11.96 hrs, Volume= 0.268 of Outflow = 4.85 cfs @ 12.00 hrs, Volume= 0.256 af, Atten= 6%, Lag= 1.9 min Discarded = 0.07 cfs @ 12.00 hrs, Volume= 0.114 of Primary = 4.78 cfs @ 12.00 hrs, Volume= 0.142 of Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 330.75' @ 12.00 hrs Surf.Area= 1,874 sf Storage= 3,277 cf Plug-Flow detention time= 226.3 min calculated for 0.256 of(95% of inflow) Center-of-Mass det. time= 198.7 min ( 981.7 - 783.0 ) Volume Invert Avail.Storage Storage Description #1 328.00' 3,365 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 600 0 0 329.00 1,000 800 800 330.00 1,450 1,225 2,025 330.80 1,900 1,340 3,365 Device Routing Invert Outlet Devices #1 Primary 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 #2 Discarded 328.00' 1.500 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.06 cfs @ 12.00 hrs HW=330.75' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=4.72 cfs @ 12.00 hrs HW=330.75' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 4.72 cfs @ 1.75 fps) Proposed Type 1124-hr 100yr Rainfall=6.04" Prepared by Bohler Engineering Printed 5/15/2017 HydroCAD® 10.00-19 s/n 02674 @2016 HydroCAD Software Solutions LLC Page 25 Pond 2P: DET Hydrograph 5.14 CfS ❑Inflow ---'--'- ---'--'- - - -1-1-+-+-+-+-+-L- -+- - - -----'-- Outflow K /� i ❑Discarded 4.85 cfs II IfIIVW /I" rew—©.V`l2 ac Primary 5 4.7s cfsk_�(ev=�3'0;7',�W-- torage=3,�,277 of 4- 3 3 --i--i--i-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+- 0 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 2 -II-II ------- I-+-t-+-+-+-r-r-+-r-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 Am 0 fs 0 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)