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Stormwater Management Report STORMWATER MANAGEMENT REPORT FOR HARBOR FREIGHT TOOLS 871 US Route 9 Town of Queensbury Warren County, New York Prepared For: Queensburywood, LLC 1529 Western Avenue Albany,NY 12203 November 15, 2017 Revised January Ib, 2018 Project No. 4917A Prepared By: Joseph T. Bianchine, P.E. ABD Engineers, LLP 411 Union Street Schenectady,NY 12305 (518) 377-0315 STORMWATER MANAGEMENT REPORT HARBOR FREIGHT TOOLS 871 US Route 9 Town of Queensbury Warren County,New York TABLE OF CONTENTS ITEM PAGE PROJECT LOCATION...........................................................................................1 GENERAL SITE DEVELOPMENT.......................................................................1 SOIL TYPES, GROUNDWATER & TOPOGRAPHY..........................................1 STORMWATER MANAGEMENT PLAN............................................................1 ANALYSIS..............................................................................................................2 SUMMARY.............................................................................................................4 EXHIBIT 1: SITE LOCATION MAP ........................................................Attached EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP..........................Attached EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP........................Attached APPENDIX A: STORMWATER CALCULATIONS ..............................Attached STORMWATER MANAGEMENT REPORT HARBOR FREIGHT TOOLS 871 US Route 9 Town of Queensbury Warren County,New York PROJECT LOCATION The proposed Harbor Freight Tools is located at 871 US Route 9 in the Town of Queensbury, Warren County, New York (see Exhibit 1). The site is bordered on the north by Walmart, on the south by Pizza Hut, on the east by Route 9, and on the west by residential homes and Walmart. GENERAL SITE DEVELOPMENT The applicant is proposing to develop 2.14±acres in order to construct a 16,0001 square foot retail building, associated pavement,utilities, and stormwater management area for water quality treatment utilizing Green Infrastructure Techniques. Access to the site will be provided from Route 9. SOIL TYPES, GROUNDWATER&TOPOGRAPHY According to the Warren County NRCS, the primary hydrologic soil group is Type A loam fine sand. A geotechnical report was prepared by Dente Group which contains three soil borings performed on October 4, 2017 and two infiltration tests performed on December 20, 2017. The borings confirmed predominantly sandy soils with trace silt and gravel. Infiltration rates stabilized at 7 and 10 inches per hour. Groundwater was not encountered down to a depth of 50 feet. The existing site drains east towards Route 9 and enters the existing storm system. STORMWATER MANAGEMENT PLAN The stonnwater management plan for the proposed project will utilize surface sheet flow across pavement to catch basins and ultimately into subsurface infiltrator chambers. The building rooftop runoff will be conveyed to the catch basin system and then to the infiltration area. Stormwater runoff in the southern portion of the parcel will ,4RD Engineers,LLP Harbor Freight Tools 49174-SMR 1 continue to drain towards Route 9 as in the pre-development condition. A design infiltration rate of 1"in 15 minutes was used for the stormwater calculations. The subsurface stormwater infiltrators will be utilized to achieve water quality volume (WQv) and minimum runoff reduction volume (RRv) per NYSDEC Phase 2 Stoimwater Regulations including Green Infrastructure Techniques. The total water quality treatment volume (WQv)required is 5,574± cubic feet and the minimum Runoff Reduction Volume (RRv)required is 2,970± cubic feet. The provided RRv is 5,574± cubic feet which meets or exceeds the required WQv. Refer to the WQv and RRv calculations in Appendix A, Pretreatment within the system will be achieved utilizing an isolator row prior to infiltration. ANALYSIS HydroCAD was utilized for the stormwater analysis. Stormwater calculations for the pre and post-development conditions are presented in Appendix A. In the pre-development condition,the existing site consists of three drainage areas totaling 2.67±acres (refer to Exhibit 2), Pre Area 1 drains to the southern catch basin and trench grate along Route 9. Pre Area 1 is 1.88 acres and consists of existing rooftop,pavement, gravel, woods and grass areas. An area weighted CN value of 64 is used for the calculation. The pear discharge rates for the 1, 10, 50 and 100-year storm events are 0.17±cfs, 1.81±cfs, 4.22±cfs and 5.68±cfs respectively with a time of concentration of 14 minutes. Pre Area 2 is 0.60± acres and consists of existing pavement, a portion of rooftop, woods and grass areas. An area weighted CN value of 62 is used for the calculation. Runoff drains to the northern catch basin along Route 9. The peals discharge rates for the 1, 10, 50 and 100-year storm events are 0.03±cfs, 0.44± cfs, 1.10± cfs and 1.51±cfs respectively with a time of concentration of 16 minutes. Pre Area 3 is 0.19± acres and consists of existing pavement,woods and grass areas. An area weighted CN value of 49 is used for the calculation. Runoff drains down the access road and into a trench grate. The peak runoff rates for the 1, 10, 50 and 100- ABD Engineers,LLP Harbor Freight Tools 4917.4-SMR 2 year storm events are 0.00±cfs, 0.01±cfs, 0.13±cfs and 0.23±cfs respectively with a time of concentration of 13 minutes. In the post-development condition, there are two drainage areas totaling 2.W: acres (refer to Exhibit 3). Post Area 1 is divided into two subcatcbments that drain to the southern catch basin and trench grate as in the pre-development condition. Post Area 1A is 0.51± acres and consists of proposed pavement, existing concrete, woods and grass. An area weighted CN value of 70 is used for the calculation. The peak discharge rates for the 1, 10, 50 and 100-year storm events are 0.22±cfs, 0.96± cfs, 1.89±cfs and 2.43± cfs respectively with a time of concentration of 7 minutes. Post Area 1B is 2.10±acres and consists of proposed pavement, rooftop, woods and grass. An area weighted CN value of 76 is used for the calculation. Runoff is conveyed to the subsurface infiltrator chambers. The peals flow rates entering the system for the 1, 10, 50 and 100-year stone events are 1.41± cfs, 4.48± cfs, 8.07±cfs and 10.08± efs respectively with a time of concentration of 12 minutes. The chambers provide enough capacity to detain and infiltrate all rainfall up to the 10-year stone event. A 12" overflow pipe is set at the top of the chambers and will release a portion of the 50 and 100-year storm event into the existing storm system at rates less than the pre-development condition. The peak discharge rates for the 1, 10, 50 and 100-year storm events are 0.00± cfs, 0.00±cfs, 1.82±cfs and 3.58± cfs respectively. Post Area 2 is reduced to 0.05± acres and consists of grass and pavement within the right of way. An area weighted CN value of 76 is used for the calculation. Runoff drains to the northern catch basin along Route 9 as in the pre-development condition. The peak discharge rates for the 1, 10, 50 and 100-year storm events are 0.05±cfs, 0.14± cfs, 0.25± cfs and 0.31±cfs respectively with a minimum time of concentration of 6 minutes. ABD Engineers,LLP Harbor Freight Tools 4917A-SMR 3 SUMMARY After performing the HydroCAD analysis, the results are summarized as follows; Subcatchment Peak Runoff Generated(A) Peak Offsite Discharge(cfs) 1-Year 10-Year 50-Year 100-Year 1-Year 10-Year 50-Yeax 100-Year Pre Area 1 0.17 1.81 4.22 5.68 0.17 1.81 4.22 5.68 Pre Area 2 0.03 0.44 1.10 1.51 0.03 0.44 1.10 1.51 Pre Area 3 0.00 1 0.01 0.13 0.23 0.00 0,00 0.00 1 0.00 Total Pre 0.20 1 2.26 1 5.45 1 7.42 0.20 1 2.25 1 5,32 1 7.19 Subcatchtnent Peak Runoff Generated(efs) Peak Offsite Discharge(cfs) 1-Year 10-Year 50-Year 100-Year 1-Year 10-Year 50-Year 100-Year Post Area I 0.22 0.96 1.89 2.43 0.22 0.96 1.89 2.43 Post Area 1B 1.41 4.48 8.07 10.08 0.00 0.00 1.82 3,58 Post Area 2 1 0.05 1 0.14 1 0.25 1 0.31 1 0.05 1 0.14 1 0.25 0.31 Total Post 1 1.68 1 5.58 1 10.21 1 12.82 1 0.27 1 1.10 1 3.96 6.32 The peals discharge rates for the post-development condition are at or below the pre-development rates. The stonnwater management plan will meet the NYSDEC Stormwater Design Manual standards, the needs of the project, and the Town of Queensbury. The stonnwater management plan will function adequately and will not adversely affect adjacent or downstream properties. OF NEI C LU 6 w� sep nchine, P.E. ABD Engineers,LLP Harbor Freight Tools 4917A-SMR 4 EXHIBIT l: SITE LOCATION MAP � a } MmrkS84� L P ' n ✓ � as:;'� - '"' :° � a°i ✓ �u � ..M. � 7iY®�Fi � 6 K i' 5 K z � �xe�5aNab�Qtsttitt §� , � �E, ��ii�SKap - � m x�a�alfauaneh � M EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP I 31V0 AB CL YZ � ¢� M0 mss. W Z z J mOZLsI g 8 sedgy 2 _ g' A IS S s. 2 /♦♦ r / f1 1 / ��i J Y r i ♦ /� i i /r r1 m r!r/le ma�� !/ i �♦�[/ i � r i � � rr rrr � � � E s I� rs-, _ Y� E,{a=!¢ fa��ldlgkp° / ♦ / / ! 4118s fsl L 2E1 s z s/ .� a sane semaaz ( / f t I €I € e ♦ / � —_! / II ! I a { 4 akaz ; i %_ - 7` g f s ErfPa ........... ♦ I / / ( / �� �o // / / � 11 ! 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Z 3 EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP f pp RZ u7o Z. �t°C�j �r U207 m0=U1 ;45r�fl D� �� Ea ! `SPG PG /, X OF A 'r, / ' �{{ 449 'M� t + LU � � ;itlDDPPB F P$4€+f� ..DyEBII: _ $pp Ilk � t iE F V f I klelIM e` I t, 1{���I }�� s ' � �H (( csf 3 4�� k ilw p3{(¢y 6 F P 11k� 1{f 98k 6D=-� D3 D+1 r a II $ s 1 1 p f f _!I II ia$E kl gI,D 1 Era s s;.. 1 a i I D� p�Dgg tgg � s hNN I J I I I a `y-C IIi ➢;pq H to I IFI I $ Mill!$ I I I I I I 9ly a ({{ E$gly f r vow.I f /�// 1 P �1 � � I E I I! sa➢S$pa$E ?xs�3p 9 a im a $ 'k ON l�cnFrO 10 # §$SSS¢4pl CC. 1�I[ ! / f I � I � k / / I - I 61 4 "#y 4 U f �P r 1 D �� I O t a sggD p ,R itS_'tf _ n KGs 4€W 8 1/ I/r.its � APPENDIX A: STORMWATER CALCULATIONS Version 1.7 Total Water Quality Volume Calculation Last Updated: 10/02/2015 WQv(acre-feet) = [(P)(Rv)(A)]/12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- ;. development 1 year runoff volume)?. ........... ..................................... .... ... ... ;. .. ..... ... Design Point: '; ? P= inch 12N,0 9 62% 0.61 5,574 2 ,.0 tt: 3 4 ME11-MINOR 5 i 310100 cE 6 °o € g •.:•.x. . K:d&d 9 10 I _ m, �u&-O 0 Total 2.10 1.3.1. 62% 0.6174 ME„ ntalllQ . ---Immimm- Conservation of Natural Areas 0.00 0.00 minimum 10,000sf Riparian Buffers 0.00 0 00 maximum contributing length 75 feet to 150 feet Filter Strips 0.00 0.00 Tree Planting 0.00 0.00 Up to 100 sf directly connected impervious area may be subtracted per tree Tota I 0.00 1 0.00 "«Initial WQv" 2.10 1.31 62% 0.61 5,574 Subtract Area 0.00 0.00 WQv adjusted after Area 2.10 1.31 62% 0.61 5,574 Reductions Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 2.10 1.31 629/. 0.61 5,574 Disconnect -' Minimum RRv Soil Group Acres S o B 40% C4:, � 30% D SPS' 20% Total Area 2.1 S= 0.55 Impervious= 1.31 acre Precipitation 1,2 in Rv 0.95 Minimum RRA 0.07 of NOI QUESTIONS prt� r cul cf of Total Water Quality Volume (WQv) Required 5574 D & Q Total RRV Provided 5574 Is RRv Provided WQv Required? Ys rovq 3 Minimum RRv 2978 Is RRv Provided z Minimum RRv Required? Yes E Total WQv Treated 0 =0 00p4 , Sum of Volume Reduced &Treated 5574p83m Sum of Volume Reduced and Treated 5574 a"41 "" Is Sum RRv Provided and WQv Provided ?WQv Required?LZ Yew a = Channel Protection Cpv Overbank Qp Extreme Flood Control Qf Are Quantity Control requirements met? _ Infiltration Trench Worksheet �- 2.10 1.31 0.62 0.61 5573.50 1.20 Infiltration Trench Enter Impervious Area Reduced o «WQv after adjusting for 62/a 0.61 5,574 Y p tee( ; b Disconnection of Rooftops Disconnected Rooftops Infiltration Rate in/hr Okay 259 minimum Pretreatment Sizing 100% Of 50%if>2 in/hr; 100%if>51n/hour Required Pretreatment Volume 5,574 3 Pretreatment Provided 4`° iIft3 : La Pretreatment can be provided in the form of a Pretreatment techniques utilized is© o I sedimentation basin,sump pit, grass channel, _plunge pool or other measure Design Volume Vw 5,574 ft3 Porosity n ° Design Depth dt "M ft maximum of four feet Depth to Groundwater ; ft >3 feet from seasonally high water table Required Surface Area Ap 3619 ft2 Width W ''ft Provide the dimensions here Length L qgi ft Provide the dimensions here Surface Area Provided 4130 z Okay Volume Provided 6,360 ft trench Storage Volume provided in infiltration trench not including pretreatment. R}�v' Volume Treated 0 ft s This is the portion of the WQv that is not reduced/infiltrated PRE-DEVELOPMENT P 1 Pt2 Pt3 Pre Design Poin 1 Pre Desl n Point 2 Pre Design Point 3 (Trench—Grate) (Catch Basin) (Trench—Grate) eel L-: Total Pre To NYSDOT POST-DEVELOPMENT POSIT 1A POSIT 1B POT 2 5.P .. Post Design Po t 1A Post Design Point 1B Po Design Point 2 (Trench—Grate (Infiltrator System) (Catch—Basin) .L Total Post To NYSDOT u Cat' Rechon �jpkEHydroCAD@ Routing Diagram for4917A-HydroCAD S20 Prepared by ABD Engineers,LLP 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLG 4917A-HydroCAD S20 Type I.I 24-hr ]-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP HydroCAD010.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Sunumary for Subcatchment IS: PRE 1 Runoff - 0.17 cfs @ 12.121irs, Volume= 1,175 cf, Depth= 0.17" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.01 brs Type II 24-hr 1-YEAR Rainfall=2.20" Area(ac) CN Description 0.174 98 Roofs,HSG A 0.547 98 Paved parking,HSG A 0.044 96 Gravel surface,HSG A * 0.055 98 Concrete,HSG A 0.558 39 >75%Grass cover,Good,HSG A 0.498 36 Woods,Fair,HSG A 1,876 64 Weighted Average 1.100 58,64%Pervious Area 0.776 41.36%Impervious Area To Length Slope Velocity Capacity Description (Min) (feet) ULM) (ft/sec) (cfs) 12.8 100 0.1000 0.1.3 Sheet Flow, Woods; Light underbrush n-0.400 P2-2.50" 0.8 275 0.0800 5.74 Shallow Concentrated Flow, Paved Kv=20.3 f2s 13.6 375 Total Subcatchment IS: PRE I Hydrograph 0, 8 L Ta _...... -- .1 cfs I' L [ [ I WO � 0.15 I ~ ...-; . 0.13- [ ........ --;--------- I ' 0.12. — Of 6ff [ " 0.11 ` ;___ [ -- , : 0 0: _ 09 gth=3T r E---' ' s- Iow L5' - 0.()B- '__ '----------- - 0.05-13. j. ; r _..:...........3 ;_....;.._.. -..._.;.......;......,..__[ V, CN 4 0.04 : [ '__.�___�_.»A-._L.-�_-_Ji___f...,_t_.,..5.__Ji___. J___l___�__�_.A___1�..»�___i__i___i___! __L__J___1___L__�___________i___i 0.03 .......__� I � I _�.....:.......{......;.....!,-__ _..'r_-_[ ___ .�...._;.....;_-...;......y.,.. ...r,.....�......p......;......;.......;......,___p...._}._� 0.02 - - ------- 0.01" [ ,__�_-_J__-1___i-_J____i___�___A.._i._Ji___. _�__J___Ji_.,_l___i __i__i___1_-_�______ ___i___�___ 0.01µ' D 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) 4917A-HydroCAD S20 Type1124-hr 1-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subeatchment 2S: PRE 2 Runoff = 0.03 cfs @ 12.19 hrs, Volume- 291 cf, Depth= 0.13" Runoff by SCS TR-20 inethod,LTH=SCS,Weighted-CN,Time Spain=0.00-36.00 hrs,dt=0,01 lirs Type U 24 hr I-YEAR Rainfall=2,20" Area(ac) CN Description 0.008 98 Roofs,HSG A 0.235 98 Paved parking,HSG A 0.186 39 >75%Grass cover,Good,HSG A 0.170 36 Woods,Fair,HSG A _ 0.599 62 Weighted Average 0.356 59,43%Pervious Area 0.243 40.57%Impervious Area Tc Length Slope Velocity Capacity Description (n in) {feet) (ft/ft) M/sec) (cfs) - 15.2 100 0.0650 0.11 Sheet FIow, Woods: Light underbrush n=0.400 1?2=2.50" 0.5 60 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv-5.0 fps 0.5 140 0.0500 4.54 Shallow Concentrated Flow, Paved Kv=20.3 fps 16.2 300 Total Subcatchment 2S: PRE 2 Hydrograph 0.028 ? ® Runoff O.D26 1 o.atcrs i , , 0.024 0.022y a�! - -- -- , { F�.jrJof� A46a=0Y5� ac 0018- , D.D16 -Ruuaff l-o- ume�29-J' ef` „ -- 0.014 - uno .._. 0,012- J__-..._..,._.. .._ ...s...... _.... ......' l =3 .�' ...... , „ 0.04 , , 0.008. 0.006 f �y ;CN"V2; ., _, 0.004- 0.002- D 9 2 3 4 5 6 7 8 9 10 14 12 13 14 15 16 17 18 19 20 29 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Tim (hours) 4917A-HydroCAD S20 Type1124-hr I-YEAR Rainfall=2,20" Prepared by ABD Engineers, LLP HydroCAM 10.00-18 s/n 00936 Q 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 3 Runoff — 0,00 cfs @ 24.03 hrs, Volwnc= 1 cf, Depth= 0.00" Runoff by SCS TR-20 anethod,UH=SCS,Weighted-CN,Time Span--0.00-36.00 lirs,dt=0.01 hrs Type 1124-lax 1-YEAR Rainfall=2.20" Area(ac) CN Description 0.045 98 Paved parking,HSG A 0.062 39 >75%Grass cover, Good,HSG A 0.080 30 Woods,Good,HSG A 0.187 49 Weighted Average 0.142 75.94%Pervious Area 0.045 24.06%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ftft) (ft/sec) (cfs) _ 12.8 t00 0.1000 0,13 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.50" 0.1 25 0.0800 5.74 Shallow Concentrated Flow, Paved Kv=20.3 fps 12.9 125 Total Subcatchment 3S: PRE 3 Hydrograph ,.__,...2 .. ;.. 0.000 - - r , , 0.000 ------------ --- , r : 5.66 crs 0.000 ; 1 , 0 ; , 0 . ___ ___ AI Fain =�. p 0 Rui n�ff=Atera-b�'I: 7._a,c, Oz ;F not UgIUMe;=I cf-: r ;...... 3 : " Rur� 000th"O-.00� a r FIvvu Le�gh � � r , 0 . : o- T. .=I Amin;. :......................... , o .. f ._... .. ' : Q . ' , , r .... ..............-____A___J__ --------- ------- 0 0 1 2 3 4 5 6 7 8 9 10 91 12 13 14 1b 16 17 1S 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 TypeltN-hr 1-YEARRainfall=2.20" Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST IA Runoff - 0.22 efs @ 12.01 h1's, Volume= 590 of, Depth= 0,32" Runoff by SCS TR-20 inethod,UH=SCS,Weighted-CN,Time Span--0.00-36.00 lus,dt=0.01 lus Type It 24-hr 1-YEAR Rainfall=2.20" Area(ac) CN Description 0.224 98 Paved parking,HSG A * 0.045 98 Concrete,HSG A 0,238 39 X75%Grass cover,Good,HSG A 0.507 70 Weighted Average 0,238 46.94%Pervious Area 0.269 53.06%Impervious Area To Length Slope Velocity Capacity Description (nun) (feet) (ft/ft) (ft/sec) (cfs) 6.1 100 0.0900 0,27 Sheet Flow, Grass; Short n-0.150 P2-2.50" 1.1 125 0.0720 1.88 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.1 47 0.1270 7.23 Shallow Concentrated FIow, Paved Kv-20.3 fps ^ 7.3 272 Total Subcatchment 4S: POST IA Hydrograph 0.24 >. .....- <. uno 0.23:' ;-_.I_......._.. _.,..;...._I a.... t a.22cfs L..... u_. .,... :__.._.....L..... .. _1,.,.,.,.,.._.L..,. 0.22. ;-.....', .»».r_.;....; G.. 0.21• ------ � � � � - - - , : TV , YEA0.19- ---�---;...p.._;.... .,, ,.- * - -- - - '- ; 0.18 - - -- - �..__ -,- ; .--- ---___.,___. �__ off Airda 0'.507-a : 0.17 � -� -�- -i � r 0.16 __;_ _ �--'---'---P_-_; _;_--, -' -U 0.15 I I........:....... ..,.,,....,.,...,.,.E.,....�,......�.,...,;...,_ �;�� ��� --- •-- Fi gar ' - 0 C :: " 0.14 ' .. } D 0.13 0.12- tiff ' 3. 2 0.11 _ ....... a.1µ h'2 L'e�n t 7 f---r--, - ---- --- -- 0.07 __�___,___r___r___�__�___,---r.._.F­--- _ r__�___�___r___r_____..,..__r...._r___ .. _ _ _ 0.06 . I I -- -- - --- r , 0.05. ' - -,CN - 0.04 0.03 , D.02' 0.01 a 0 1 2 3 4 5 6­7 8 9 10 11 12 13 4'1'5­1'6­17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type1124-hr 1-YRARRainfal1=2.20" Prepared by ABD Engineers,LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B Runoff = 1.41 cfs @ 12.061irs, Volume= 3,971 cf, Depth= 0.52" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span—0.00-36.00 hrs, dt=0.01 hrs Type 1124-lir 1-YEAR Rainfall=2.20" Area(ac) CN Description 0.367 98 Roofs,HSG A 0.938 98 Paved parking,HSG A 0.768 39 >75%Grass cover,Good,HSG A 0.029 36 Woods Fair HSG A 2.102 76 Weighted Average 0.797 3792%Pervious Area 1.305 62.08%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 35 0.0340 0.07 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.50" 2.2 45 0.2440 0.35 Sheet Flow, Grass: Short n--0.150 P2=2.50" 1.6 200 0.0050 2.02 0.40 Pipe Channel, 6.0" Round Area=0.2 sf Peri = 1.6' r--0.13' n--0.013 Corrugated PE,sinooth interior T 12.3 280 Total Subcatchment 5S: POST 1B Hydrograph ® Runoff 141:afs I ; Tpe II 24 -fir :Runoff Aeda=2.102 ad F� off' ROnoffDeof h*-0.52'! FIo: W► L6ngth�2a ' PNF7g OL , 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) 4917A-HydroCAD S20 Type II24-hr 1-YEAR Rainfall=2.20" Prepared by ABD Engineers,LLP HydroCAD© 10.00-18 s/n 00936 Q 2016 HydroCAD Software Solutions LLC _ Summary for Subcatchment 6S: POST 2 Runoff = 0.05 cfs @ 11,98 hrs, Volume= 96 cf, Depth= 0.52" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.01 ht's Type 1124-hr 1-YEAR Rainfall=2,20" Area(ac) CN Description _ 0.032 98 Paved parldng,HSG A 0.019 39 >75%Grass cover, Good,HSG A 0.051 76 Weighted Average 0.019 37.25%Pervious Area 0.032 62.75%Impervious Area Tc Length Slope Velocity Capacity Description (ruin) (feet) (ft/ft) (ft/see) (cfs) _ 4.2 55 0.0700 0.22 Sheet Flow, Grass. Short n=0.150 P2=2.50" 0.3 25 0,0600 1.43 Sheet Flow, Smooth surfaces m--0.011 P2=2.50" 4.5 80 Total, Increased to rainimum Tc=6.0 min Subcatchment 6S: POST 2 Hydrograph i 0.05 ...................... - --'} � r' � Y Y '1 i ' S 0.048 0.046«'. �---�---•---•' .0:05 cfs 0.044 '. ....................... «...:..a... T OA42 . - - -- - -- -- ape � r 0.04 ........ - -- --------------- 11> - 0.038 - 0.036 --- -- -- -------------- ;.. r {�{ p,{ 0.034 = u 1 i V i Gf "", 4 gc 0.032 I -; , .. _--A- -' - -- --- -- - ^g ^ 0.028 - -- -- -------------------- ... -, -- ,--- - --. Rlrll'1� O�lt171' __- , a 0.024 w r _ == = -- -Rij-hQf - .� T . -r- ; S 0,022 - --- ----- --- --- -- -- ----------- -- --- ----- - , 0.D2 ; 0.018 0.016 ------- ------ ......... j6m -.0..:min---- 0.014 w 0.012 ---------------- --- 0.01 0.0D4 ' 0.002" D' 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) 4917A-HydroCAD S20 Type 1124-hr 1-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP HydroCAD®10.00-18 s/n 00936 ©2016 Hy09CAD Software Solutions LLC Summary for Pond 1P: Pre Design Point 1 (Trench-Grate) Inflow Area- 81,719 sf, 41.36%Impervious, Inflow Depth= 0.17" for 1-YEAR event Inflow = 0.17 cfs @ 12.12 hrs, Volume= 1,175 of Outflow = 0.17 cfs @ 12.12 hrs, Volume= 1,175 cf, Atten-0%, Lag=0.0 min Primary = 0.17 cfs @ 12.12 hrs, Volume= 1,175 cf Secondary= 0.00 cfs @ 0.00 IM, Volume= 0 cf Routing by Stor-Ind inethod,Time Span=0.00-36.00 hrs,dt=0.01 hrs Peak Elev=436.01'@ 12.12 hrs Sur£Area= 110 sf Storage= 1 cf Plug-Flow detention time=0.1 min calculated for 1,174 of(100%of inflow) Center-o£Mass det. time=0.1 min(963.7-963.6) Volume Invert Avail.Storage Storage Description _ #1 436.00' 11 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-fee)_ (cubic-feet) 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432.95' 12.0" Round Culvert L=30.0' RCP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=432.95'/432.80' S=0.0050 '/' Cc---0.900 n=0.011 Concrete pipe, straight&clean, Flow Area=0.79 sf #2 Device 1 436.00' 24.0" x660.01'Horiz.Grate 0-0.600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62 (C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 rirnary OutFlow Max--0.17 cfs @ 12.12 hrs HW=436.01' (Free Discharge) 1=Culvert (Passes 0.17 cfs of 6.05 cfs potential flow) t-2=Grate (Weir Controls 0.17 cfs @ 0.25 fps) tecondary Outflow Max--0.00 cfs @ 0.00 hrs HW 436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 Type1124-hr 1-YEARRainfall=2,20" Prepared by ABD Engineers,LLP H droCAD® 10.00-18 sln 00936 ©2016 H droCAD Software Solutions LLC Pond 1P: Pre Design Point 1 (Trench—Grate) Hydrograph , , .....F..._..._.'......._,_. -_ _- ®Outflow M Secondary 0.17 cfs ° - ` , , „ 0,17 - ,.. a �, O'�'1gE_- ._ - „ 0,14z' 0.93 0,92 ', 0.91 1.._ ........ I - - - w 1 0.1., I 1 ; , _.....,. 0.09-' k 0,08 , OA7 ; 0.06 ; 0.05 , , 0.04 O,D3 0,02 0, a,00s D 0 1 2 3 4 5 6 7 8 9 1011 1213141516 171819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type II 24-hr 1-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP H droCADO 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Pond 2P: Pre Design Point 2 (Catch Basin) Inflow Area- 26,092 sf, 40.57%"Impervious, Inflow Depth= 0.13" for 1-YEAR event Inflow = 0.03 cfs @ 12,19 hrs, Volume- 291 cf Outflow = 0,03 cfs @ 12.19 hrs, Volume= 291 cf, Atten=0%, Lag=0.0 min Primary = 0,03 cfs @ 12.19 hrs, Volume- 291 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0,00-36,00 hrs,dt=0,01 hrs Peals Elev=442,18'@ 12.19 hrs Flood Elegy 446.33' Device Routing Invert Outlet Devices_ #1 Primary 442.09' 12.0" Round 12" Pipe L=30.0' CPP, square edge headwall, Ke=0,500 Net/Outlet Invert=442.09'/441.94' S=0.00507' Ca--0.900 n--0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf 92 Secondary 446.33' 24.0" x24.0"Horiz.Top Grate C--0.600 United to weir flow at low heads rimary OutFlow Max--0.02 cfs @ 12.19 hrs HW=442.1 S' (Free Discharge) 1=12" Pipe (Barrel Controls 0.02 cfs @ 1.02 fps) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=442.09' (Free Discharge) 2=Top Grate (Controls 0.00 cfs) Pond 2P: Pre Design Point 2 (Catch Basin) Hydrograph • I Inflow , D.o3 cis s r • rEMOutflow a.aaGCB r • ' { M Primary 0.028. T 0 03tFa r r ' I Secondary K rEi ;__ 0.026 i ea 1@ .;1,i 0.024. 0.022 4. r , lr l r------------ - -T"7--�`- --z- i------r 0.02 m I r , I r I 0.09 8 ; ' 0.016.' 3 0.014 I ; I I I I r r E0.01127 0.012- ; I I I l l r l l l r l I r r I 0.01 I , r' ..... ...I....J.. J--�......I.....A.....I.....r......1......3.._.I......I.....t....J"-J_-_ 0.008-Y ! r 0.006 0.004• 0.0 0.00 ds � 3 i 0 1 2 3 4 5 6 7 8 9 101112931415161718192021222324252627282930313233343636 Time (hours) 4917A-HydroCAD S20 Type II 24-hr 1-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP H droCADO 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Pond 3P: Pre Design Point 3 (Trench Grate) Inflow Area= 8,146 sf, 24.06%Iinpervious, Inflow Depth= 0.00" for 1-YEAR event Inflow = 0.00 cfs @ 24.03 hrs, Volume= 1 of Outflow = 0.00 cfs @ 24.03 hrs, Volumc= 1 cf, Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 24,03 hrs, Volume= 1 of Secondary= 0.00 cfs @ 0.00 hrs, Voliune= 0 of Routing by Stor-Ind method,Time Span=0.00-36.00 lirs,dt=0,011-irs Peak Elev=456.00'@ 24,03 lirs Sur£Area--50 sf Storage=0 of Plug-Flow detention time--0.2 min calculated for 1 cf(100%of inflow) Center-of-Mass det. time=0.2 min( 1,358.9- 1,358.7) Volume Invert Avail.Storage Storage Description #1 456.00' 5 cf Ponding(Prismatic)Listed below(Recalc) Elevation Sur£Area Inc.Store Cum.Storc feet (sq-ft) cubic-feet cubic-feet 456.00 50 0 0 456.10 50 5 5 Device Routing Invert Outlet Devices _ #1 Primary 456.00' 0.7" x 4.0" Horiz. Grate X 2.00 columns X 77 rows C=0.600 in 12.0"x 192.0" Grate(19%open area) Limited to weir flow at low heads #2 Secondary 456.10' Overflow,Cv=2.62(C=3.28) Head(feet) 0.00 0.10 Width(feet) 16.00 16.00 rimary OutFlow Max--0-00 cfs @ 24.03 hrs HW 456.00' (Free Discharge) 1=Grate (Weir Controls 0,00 cfs @ 0.01 fps) tecondary OutFlow Max-0.00 ch@ 0.00 hrs HW=456.00' (Free Discharge) 2=Overflow (Controls 0.00 cfs) 4917A-HydroCADS20 Type1124-hr 1-YEARRainfall=2.20" Prepared by ABD Engineers,LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Pond 3P: Pre Design Point 3 (Trench Grate) Hydrograph , M Inflow -� -� 0.00.ds IN Outflow Q00 du Primary ; Secordary 0 000 ----------------------------- r 0Raak-Elbv#4V 0:0 '000 , i t , ! n ' , '' a • f : ! —7-T– T _ _ _ , , O : 0 0. 0 0.00 c(a. 0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334 36 Time (hours) 4917A-HydroCAD S20 Type II 24-lar I-YEAR Rainfall=2.20" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solations LLC Summary for Pond 4P: Post Design Point 1A(Trench-Grate) Inflow Area- 113,648 sf, 60.33%Impervious, Inflow Depth= 0.06" for 1-YEAR event Inflow = 0.22 cfs @ 12.01 hrs, Volume= 590 of Outflow = 0.22 cfs @ 12.01 hrs, Volume= 590 cf, Atten-0%, Lag=0.0 min Primary = 0.22 cfs @ 12.01 hrs, Volume= 590 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind inethod,Time Span=0.00-36.00 hrs,dt=0.01 hrs Peak Elev=436.01'@ 12.01 hrs Surf.Area= 110 sf Storage= 1 of Plug-Flow detention time=0.1 Hain calculated for 589 c£(100%of inflow) Center-of-Mass det. time=0,1 min(911.3-911,2) Volume Invert Avail.Storage Storage Description #1 436.00' 11 cf Ponding(Prismatic)Listed below(Resale) Elevation Surf.Area Inc.Store Cuun.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432,95' 12.0" Round Culvert Ir-30.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=432.95'/432.80' S=0.0050'/' Cc=0900 n--0.011 Concrete pipe,straight&clean, Flow Area=0.79 sf #2 Device 1 436.00' 24.0" x660.0" Horiz. Grate C=0.600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62 (C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 rimary OutFlow Max=0.22 cfs @ 12.01 hrs HW=436.01' (Free Discharge) 1=Culvert (Passes 0.22 cfs of 6.05 cfs potential flow) t--2=Grate (Weir Controls 0.22 cfs @ 0.27 fps) tecondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 Type 1r1"24-hr 1-YEAR Rainfall=2,20" Prepared by ABD Engineers, LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Pond 4P: Post Design Point 1A (Trench Grate) Hydrograph LFBInflow .__.,_ L ozz�r� .._A....:.............:.....:.. :...................r °r1 y1 03 low o.22wcfs .� �. /;nrC1 .��.,' 4. ary D.24 , , ondary 1 L s` 0.22 r , 0.2 - -StiaOige:-1 �# 0.18 I I —; r------;- - - - -- -- 0.14- ------------------------------- .14 ' - -- - -- 3 0.12. ........... , GA 0,08- 0.06 t_... f.. 0.04' 0.00--�€� 0 . 0 1 2 3 4 5 6 7 S 9 1011 1213141616 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 3435 36 Tlme (hours) 4917A-HydroCAD S20 TypeJ124-hr l-YEARRairfall=2.20" Prepared by ABD Engineers, LLP H d *CAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Pond 5P: Post Design Point 1B (Infiltrator System) Inflow Area- 91,563 sf, 62.08%hnpervious, Inflow Depth= 0.52" for 1-YEAR event Inflow - 1.41 cfs @ 12.06 hrs, Volume- 3,971 of Outflow = 0.38 cfs @ 11.93 hrs, Volume= 3,971 cf, Atten=73%, Lag=0.0 min Discarded = 0.38 cfs @ 11.93 hrs, Volume= 3,971 cf Primary = 0.00 cfs @ 0.00 lus, Volume= 0 cf Routing by Stor-Ind method,Time Span-0.00-36,00 hrs,dt=0,01 hrs Peak Elev=438.49'@ 12.33 hrs Sur£Area=0.094 ac Storage=0.018 of Plug-Flow detention time= 12.4 min calculated for 3,970 cf(100%of inflow) Center-of-Mass det. time= 12.4 min(896.4-884.0) Volume Invert Avail.Storage Storage Description #1A 438.00' 0.084 of 34.75'W x 117.541L x 3.50'H Field A 0.328 of Overall-0.118 of Embedded=0.210 of x 40.0%Voids #2A 438.50' 0.118 of ADS StormTech SC-740+Cap x 112 Inside#1 Effective Size-44.6"W x 30.0"H=>6.45 sf x 7.12'L=45.9 of Overall Size=51.0"W x 30.0"H x 7.56L with 0.44'Overlap 7 Rows of 16 Chambers 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 438.00' 4.000 in/hr Extiltration over Surface area #2 Primary 440.00' 12.0" Round Overflow Pipe L--50.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=440.00'/439.50' S=0.01001/1 Cc=0.900 n=0.012, Flow Area=0.79 sf Discarded OutFlow Max-0.38 cfs @ 11.93 lirs HW=438.04' (Free Discharge) t-1=E1xfiltration (Exfiltration Controls 0.38 cfs) triOutFlow Max=0.00 cfs @ 0.00 hH rs W--438.00' (Free Discharge) 2-0verflow Pipe (Controls 0.00 cfs) 4917A-HydroCAD S20 Type II 24-lir 1-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC _ Pond 5P: Post Design Point 1B (Infiltrator—System) Mydrograph ' Inflow 1:41.cFs ded $ ■�� }, Outflow ��1.I0►[Y;�HD610-01,06 S PrimDiscaary N POR �1eV*43$.49' Q ...'.-- �#grage -A-1,8--af o I I i o•�'�� a.ae ds a.Qo cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 1-YEAR Rainfall=2.20" Prepared by ABD Engineers, LLP HydroCAD© 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Post Design Point 2 (Catch Basin) Inflow Area= 2,222 sf, 62.75%Impervious, Inflow Depth= 0.52" for 1-YEAR event Inflow 0.05 cfs @ 11.981us, Volume= 96 cf Outflow = 0.05 efs @ 11.981irs, Volume= 96 cf, Atten=0%, Lag=0.0 nein Primary = 0.05 cfs @ 11.98 hrs, Volume= 96 cf Secondary= 0.00 cfs @ 0.00 lirs, Volume= 0 cf Routing by Stor-Ind inethod,Time Span=0.00-36.00 hrs,dt=0.01 hrs Peak Elev=442.21"@ 11.98 hrs Flood Elev=446.33' Device Routing Invert Outlet Devices #1 Primary 442.09' 12.0" Round 12" Pipe L 30.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=442.09'/441,94' 8=0,0050'1' Cc--0.900 n—0.013 Corrugated PE,smooth interior, Flow Area 0.79 sf #2 Secondary 446.33' 24.0" x24.0" Horiz. Top Grate C=0.600 Limited to weir flow at low heads rimary Oufflow Max=0,04 cfs @ 11,98 hrs HW-442,21' (Free Discharge) 1=12" Pipe (Barrel Controls 0.04 cfs @ 1,21 fps) econdary OutFlow Max--0.00 cfs @ 0.00 hrs HW=442,09' (Free Discharge) 2=Top Grate (Controls 0.00 cfs) Pond 6P: Post Design Point 2 (Catch Basin) Hydrograph r = =-- -- -- --- -------- - -- ------ -- -- --- UM 0.05c(s , Inflow W=2EM , ---.ofw Arte - X22 S nmary 0.05- -` � ' � Secondary , , , 0,045 ,. ...... 0.04 0.035 ' O.D3 ` , 0.025 3 o 0.018 0.09 0.005 ` o.00 crs 0 e 0 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272$2930313233343536 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 1-YLAR Rainfall=2.20" Prepared by ABD Engineers,LLP H droCAD© 10.00-18 sfn 00936 ©2016 H droCAD Software Solutions LLC Summary for Link 1L: Total Pre To NYSDOT Inflow Area= 107,811 sf, 41.17%Impervious, Inflow Depth= 0.16" for 1-YEAR event Inflow — 0.20 cfs @ 12,13 firs, Volume- 1,465 cf Primary = 0.20 cfs @ 12.13 firs, Volume= 1,465 cf, Men-0%, Lag=0.0 min Secondary= 0.00 cfs @ 0.00 lirs, Volumc= 0 cf Primary outflow=Inflow below 10.00 cfs,Time Span=0.00-36.00 lirs,dt-0.01 hrs Link 1L: Total Pre To NYSDOT Hydrograph - - - --�---,-- ---,--- --,-- --, Inflow - --- -- oao c+a ------ -- -- Primary , IN osacrs Secondary 0.21 , 0.19-, e -- „ c s' 0.17. - -- ;___j___I-_ 0.16., . I 0,14 '" ��' '------ ---.--..---�--,--=-- -;---�__,___,---r-_--------- ---------- ------ 0.1 3z -- --0.13: - ---------------- -- -- -------- . -- ................. --- 0,92. , LL , 0.07•, , , � , � - --- -- - -- - --- -- --- -- ------ - --- 0.06 ,, '.._�_...;_...y.._.,..-x.........,_..,.... __f.....................................................................�......__,_.._;.....;......;......;.....,...._ 0.05.' ,• ------ '—'--'........................ -- -- 0.04 ' -------------- -- .-_.. - ----------- 0.03" 0.02 0, M.— D f f• 0 1 2 3 4 5 6 7 a 9 10 11 12 13 1415 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 1-YEAR Rainfall=2..20" Prepared by ABD Engineers, LLP ydroCAD®10,00-18 sin 00936 ©2016 HydroCAD Software Solutions TLC Summary for Link 2L: Total Post To NYSDOT Inflow Area= 115,870 sf, 60,38%Impervious, Inflow Depth1 0.07" for 1•-YEAR evant Inflow — 0.26 cfs @ 12.011irs, Volume= 686 cf Primary = 0.26 ds @ 12.011-irs, Volume= 686 cf, Atten=0%, Lag=0.0 min Secondary= 0.00 cfs @ 0.00 firs, Volumo- 0 of Primary outflow=Inflow below 10.00 ds,Time Span=0.00-36,00 lirs,dt=0.011irs Link 2L: Total Post To NYSDOT Hydrograph I0 Inflow , r t 0.28-."' •' i t�t I I [ EM Primary .2 cfa tt I tM Secondary 0.26" ------------ t tt rt�la, t r _ t , , 0.22. • --Y--,...i---,'---r-_.;.....-*--,--� --,---' ......t.... - --- -- 0,2 ' • � t r r l t " ,- [ t t t [ r , t l t r 0.18 ' � � � F--. -, -___w_-�_ J_-_-__� __-__:---F -�� � - �_ ,_- �_ ;- �--------------- , r r l r t I t 0.16 a0.14 ----------------------------- ------ - -- - -- - 0.127 - t 0.1 ' , ," I Y.....�.... .. ...._I"-"Y_-..,-.._r.....I.,...,Y............r............1......�._'-Y"'""Y__'f...,..i..,..3,...,.�.,.,.,�..,.,Y.,.,.,,,.,..Y—..—r..... fiY,t((,, • , � , e t e , I [ 1 I r I [ I t i [ i [ i , i t � � i 0 ..06 r _1------=--...-. _�..;.._'I-_.;...al--�;....,__..;..�.�.;_._;.....;......;......,.... I 0.04 0. o.00 crs. ..................................................... ........................ .......... 0 1 2 3 4 5 6 7 8 9 10 11 12 131415161718 19202122232425262728293031323334-3536 Time (hours) 4917A-HydroCAD 520 TypeI124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 shi 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1 Runoff = 1.81 cfs @ 12.071n-s, Volume= 5,507 cf, Depth= 0.81" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span—0.00-36.00 hrs,dt=0.01 hrs Type H 24-1-z 10-YEAR Rainfall=3.70" Area(ac) CN Description 0.174 98 Roofs,HSG A 0.547 98 Paved parking,HSG A 0.044 96 Gravel surface,HSG A * 0,055 98 Concrete,HSG A 0.558 39 >75%Grass cover,Good,HSG A 0.498 36 Woods Fair,HSG A 1.876 64 Weighted Average 1.100 58.64%Pervious Area 0,776 41.36%Impervious Area Tc Length Slope Velocity Capacity Description (ruin) (feet ._ (ftlft) L/Sce) (cfs) 12.8 100 0.1000 0.13 Sheet Flow, Woods:Light underbrush n=0.400 P2=2,50" 0.8 275 0.0800 5.74 Shallow Concentrated Flow, Paved Kv=20.3 fps 13.6 375 Total Subcatchment 1S: PRE 1 Hydrograph --- -- -- -- 2 Runof€ I 1.61cfs I I I I I :TyOd 1`124-h r 10-YEAR ''Rainf a11; -3.70" :aubbff Aeda=1.676 Aa 1!6n0'ff VO,,'iUmd-50567 jcf LL F1bw:Length= 4917A-HydroCAD S20 Type Tr 24•-hr I0-YEAR Rainfall=3,70" Prepared by ABD Engineers, LLP HydroCAD® 10,00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 2 Runoff — 0.44 cfs @ 12.11 hrs, Volulnc= 1,547 cf, Depth= 0.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span—0.00-36.00 hrs,dt 0.01 hrs Type II 24-hr 10-YEAR Rainfall=3,70" Area(ac) CN Description 0.008 98 Roofs,HSG A 0.235 98 Paved parking,HSG A 0.186 39 >75%Grass cover, Good,HSG A 0.170 36 Woods,Fair,HSG A 0.599 62 Weighted Average 0.356 59.43%Pervious Area. 0.243 40.57%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) _ 15.2 100 0,0650 0.11 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.50" 0.5 60 0,1330 1,82 Shallow Concentrated Flow, Woodland Kv=5.0 fps 0.5 140 0,0500 4,54 Shallow Concentrated Flow, Paved Kv=20.3 fj�s 16,2 300 Total Subcatchment 2S: PRE 2 Hydrograph 0.48µ a___ ___ __. ,__J-__.---' L--J--- r--_ ___!___ ___L-- ___i---;---:---r---y._ ___ .......:... ... }. as ars. ............ 0.44TO ' 0.42 :............. .. 0,4µ -- ' --- 0.38i ; l_r-YEARl� nay- _-__ i 0.3fi - t 0.34 , • O l -M. Q 1 t5�1. 0.26 - g 0.24 ' 0.2 ----------------------- --------------------- -- ---- i 1 0.18 ; 0.16 ;..........._: I I I 1 . 0.12• I � � � � , � .;...< 0.1 T6 i , , 1 , ------------------- - 0.02 0 0 1 2 3 4 5 6 7 $ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2930 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 10-YEAR Ralnfall=3.70" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 3 Runoff = 0.01 cfs @ 12.14 Jus, Volume— 148 cf, Depth 0.22" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type II 24-hr 10-YEAR Rainfall=3.70" Area(ac) CN Description 0,045 98 Paved parking,HSG A 0.062 39 X75%Grass cover,Good,HSG A 0.080 30 Woods,Good,HSG A 0,187 49 Weighted Average 0.142 75.94%Pervious Area 0.045 24.06%Impervious Area Tc Length Slope Velocity Capacity Description (Iain) (feet) (ftlft) (ft/sec) (cfs) 12.8 100 0.1000 0,13 Sheet Flow, Woods:Light underbrush. n--0.400 P2=2.50" 0.1 25 0.0800 5,74 Shallow Concentrated Flow, Paved Kv-20.3 fps 12.9 125 Total Subcatchment 3S: PRE 3 Hydrograph 0.015 ;........,.._. .......',......i............;.__' ' ' �Runoff D:ot.cfs 0.014 ! i I 0.013 Y���....��__�. 0.012 _,. _ 0 ` iaF 1; , , - 0.011 ; , 0.01 , ; t�I?O ;fl hrO16=1 !4 'C 0.009--, .DD9-" --, 0.008- , � uhf yep 0.007 ` �. --, ,. 0.006 ; , 0.0051` < , 0,004.` ey-Ns ... „ ----- ; ' --- ------------ ' 0.002 1 s ; ;,__ O.OD1 0 6"", 2--3'-"4'--5' 6 7 8""0' 10 11 12 13 1415 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 333 4 353.6 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers,LLP HydroCADOO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST IA Runoff — 0.96 cfs @ 12.00 tars, Voluine= 2,087 cf, Depth= 1.13" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=-0.01 hrs Type H 24-lar 10-YEAR Rainfall=3.70" Area(ac) CN Description _ 0.224 98 Paved parking,HSG A * 0.045 98 Concrete,HSG A 0.238 39 >75%Grass cover,Good,HSG A 0.507 70 Weighted Average 0,238 46.94%Pervious Area 0.269 53.06%unpimious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/i (ft/sec) (cfs) 6.1 100 0.0900 0.27 Sheet Flow, Grass: Short n--0.150 P2=2.50" 1.1 125 0.0720 1.88 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.1 47 0.1270 7.23 Shallow Concentrated Flow, Paved Kv-20.3 fps 7.3 272 Total Subcatchment 4S: POST IA Hydrograph 1 I o.9s cfs' I I Tyke II 24-h 10-YEAR Rain' 'll-3.70" Runoff Area=0.507 as R660ff V'alnrne=i2 0:,8' cf ROnpff QeOthyl.'I ; FIow:!Length=212} 7 =7. M. CN"-70 P' 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) ' 4917A-HydroCAD S20 Type II 24-hr 10-YEAR Rainfall=3.70" Prepared by ASD Engineers,LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B Runoff = 4.48 cfs @ 12,05 hrs, Volume- 11,538 cf, Depth= 1.51" Runoff by SCS TR-20 inethod,UH=SCS,Weighted-CN,Ulm Span=0.00-36.00 lm,dt=0,01 hrs Type H 24-hr 10-YEAR Rainfall=3.70" Area ac CN Description 0.367 98 Roofs,HSG A 0.938 98 Paved parking,HSG A 0.768 39 >75%Grass cover,Good,HSG A 0.029 36 Woods,Fair,HSG A 2.102 76 Weighted Average 0.797 37.92%Pervious Area 1.305 62.08%hnpervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (11/ft) (ft/sec) (cfs) 8.5 35 0.0340 0.07 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.50" 2.2 45 0.2440 0.35 Sheet Flow, Grass: Short n=0.150 P2=2.50" 1.6 200 0.0050 2.02 0.40 Pipe Channel, 6.0" Round. Area=0.2 sf Perim- 1.6' r=0.13' n=0.013 Corrugated PE,smooth interior _ 12.3 280 Total Subcatchment 5S: POST 1B Hydrograph 5- I I ®Runoff , 4.48 cfs TYPO 11 24-ht;„ 4 10- YEAR Rainfal1=170” R6 h6ff Ar�0=2ZA 02 410 , Run''offVol,u8cf 3 R066ff D0010=1.51" low Len� h=20 2- Td='12,5 mi n CNS 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) 4917A-HydroCAD S20 TypeI124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCADV 10.00-18 s/n 00936 ©2016 HyboCAD Software Solutions LLC Summary for Subcatchment 6S: POST 2 Runoff 0.14 cfs @ 11.98 hrs, Volume= 280 cf, Depth= 1.51" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 firs,dt~0.01 hrs Type H 24 hr 10-YEAR Rainfall-3:70" Area(ac) CN Description 0.032 98 Paved parking,HSG A 0.019 39 >75%Grass cover,Good,HSG A _ 0.051 76 Weighted Average 0.019 37,25%Pervious Area 0.032 62,75%Impervious Area Tc Length Slope Velocity Capacity Description (lnin) (feet) r..(ft/ft) Llsec) (cfs) 4.2 55 0.0700 0.22 Sheet Flow, Grass: Short n=0.150 P2=2.50" 0.3 25 0.0600 1.43 Sheet Flow, Smooth surfaces n7-0.011 P2=2.50" 4.5 80 Total, Increased to:ninimuln Tc=6.0 min Subcatchment 6S: POST 2 Hydrograph 0.15 ' I ; Runof{ I 0.74 cfs I I r ; 0.14' , 0.13• ' _.����; '= C- 0.12- - AR Rainfa11*3107 r 0.11 e a... I-- ' ' r , ., 0.09- r .,,,,_i I J ;-- - 3 --;-- -- -- ------ 0,07-, Ruf .a #_QethT'� r ° ! 0.06 -- -- - -i---i- --- ---r _---r--t---F-�'r--9--- -- -- '--_J_-- ''...... r r +___ r r , , 0.04-, r r r r � 0.03- i r ` 0:02 . r r , , 0 0 1 2 3 4 6 6 7 8 9 10 11 12 1314 1616 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type.1124-hr .10-YEAR Rainfall=3.70" Prepared by ABD Engineers,LLP HydroCADO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Pre Design Point 1 (Trench Grate) Inflow Area= 81,719 sf, 41.36%Impervious, Inflow Depth= 0.81" for 10-YEAR event Inflow = 1.81 cfs @ 12.07 firs, Volume= 5,507 of Outflow = 1.81 cfs @ 12.07 lirs, Volume= 5,507 cf, Atten=0%, Lag-0.0 xnin Primary = 1.81 cfs @ 12.07 hrs, Volume= 5,507 of Secondary= 0.00 cfs @ 0.00 lirs, Volume= 0 of Routing by Stor-Ind method,Time Span=0,00-36.00 lus,dt=0.01 hrs Peak Elev=436.03'@ 12.07 hrs Sur£Area= 110 sf Storage=3 cf Plug-Flow detention time--0.1 nun calculated for 5,505 of(100%of inflow) Center-of-Mass det. time=0.1 min(890.3 -890.2) Volume Invert Avail,Storage Storage Description #1 436.00' 11 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Feet (sq-fl) cubic-feet cubic-feet 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432.95' 12.0" Round Culvert L 30.0' RCP, square edge headwall, Ke=0,500 Inlet/Outlet Invert--432.95'/432.80' S=0,0050'/' Cc=0.900 n-0.011 Concrete pipe, straight&clean, Flow Area=0.79 sf #2 Device 1 436.00' 24.0" x660.0"Horiz.Grate C=0.600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62 (C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 riinary Outflow Max=1.81 cfs @ 12.07 lirs HW=436.03' (Free Discharge) Culvert (Passes 1.81 cfs of 6.07 cfs potential flow) 2=Grate (Weir Controls 1.81 cfs @ 0.55 fps) tecondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 Type II 24-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC_ Pond 1P; Pre Design Point 1 (Trench Grate) Hydrograph IM Inflow 1.si Cr!; d Outflow 2-' a s+'ars��a ;�of i 6 Y,Y �4r6a:481:1 �� �� ® PrimaSecondary Peak EI6Vr436.03! Storage=3 d may! i ................�..... v Q 1 IL 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17'f8192n212223242526272829303132 33343536 71me (hours) 491.7A-HydroCAD S20 TypeI124-hr 10-YEAR Rainfall=3,70" Prepared by ABD Engineers, LLP HydroCAD@ 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 2P: Pre Design Point 2 (Catch Basin) Inflow Area= 26,092 sf, 40.57%hnpervious, Inflow Depth= 0.71" for 10-YEAR event Inflow = 0.44 cfs @ 12.11 hrs, Volume= 1,547 cf Outflow = 0.44 cfs @ 12.11 hrs, Volume= 1,547 cf, Atten=0%, Lag=0.0 nun Priixy = 0.44 cfs @ 12.11 hrs, Volume= 1,547 cf Secondary= 0.00 efs @ 0.00 hTs, Voluine= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs, dt=0.011nrs Peak Elev=442.48'@ 12,11 hrs Flood Elev=446,33' Device Routing Invert Outlet Devices #1 Primary 442.09' 12.0" Round 12" Pipe Lr 30.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=442.09'/441.94' S=0.0050 '/' Cc=0.900 n--0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #2 Secondary 446.33' 24.0"x24.011 Horiz.Top Grate C=0.600 Limited to weir flow at low heads rimary Outflow Max=0.44 cfs @ 12.11 hrs HW=442.48' (Free Discharge) 1=12" Pipe (Barrel Controls 0.44 cfs @ 2.27 fps) Secondary Outflow Max--0.00 cfs @ 0.00 hrs HW=442.09' (Free Discharge) L2=Top Grate (Controls 0.00 cfs) Pond 2P: Pre Design Point 2 (Catch Basin) (-lydrograph o.na rft Outflow .�.- oD.44 cfa , , ------ . Primary �4+ v--...... - - Q92 : Secnda� 0.45 -P6*.F"11 v=442. $" 0.4 ; 0.35 0.3 0.25 - ---- -a- - - - - - - -- o I , 0.15- 0.1 4.05 0.00 cFs Q' 0 1 2 3 4 5 6 7 8 "9-1011 12 13141516 171819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1"1'24-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 3P: Pre Design Point 3 (Trench Grate) Inflow Area= 8,146 sf, 24.06%Impervious, Inflow Depth= 0.22" for 10-YEAR event Inflow 0.01 cfs @ 12.14 lirs, Volume= 148 of Outflow = 0.01 cfs @ 12.14 lirs, Volume= 148 of, Atten=0%, Lag=0.1 min Primary = 0.01 cfs @ 12.14 lirs, Volume= 148 of Secondary= 0.00 cfs @ 0.00 lirs, Volume= 0 of Routing by Stor-Ind method,Time Span-0.00-36.00 lirs,dt=0.01 lirs PeakElev=456.00'@ 12.14 hm Sur£Area=50 sf Storage=0 cf Plug-Flow detention time=0.2 ruin calculated for 148 of(100%of inflow) Center-of-Mass dot.time-0.2 min(987.3 -987.1 ) Volume Invert Avail.Storage Storage Description #1 456.00' 5 of Ponding(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Curn.Storc (feet) (sq-ft) (cubic-feet) (cubic-feet) 456.00 50 0 0 456.10 50 5 5 Device Routing Invert Outlet Devices #1 Primary 456.00' 0.7"x 4.0" I3oriz. Grate X 2.00 columns X 77 rows C=0.600 in 12.0"x 192.0" Grate(19%open area) Limited to weir flow at low heads 92 Secondary 456.10' Overflow,Cv=2.62(C=3.28) Head(feet) 0.00 0.10 Width(feet) 16.00 16.00 rimary OutFlow Max--0.01 cfs @ 12.14 lirs HW=456.00' (Free Discharge) 1=Grate (Weir Controls 0,01 cfs @ 0.16 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=456.00' ()free Discharge) t--2=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 TypeI124-hr O-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HYdroCAD Software Solutions LLC Pond 3P; Pre Design Point 3 (Trench—Grate) Hydrograph + +— l._..A_^A_-_.--_,.__.__ __-I.-_+-_ __ __-`__.__ ......i..-..._....._.a___x__.��.•�_..r_....�._--�__ —- ----s—I -— IN Inflow ,' r r I • r • r I I r r I r r I I r r i I I r r r • I —t__�__1�_��..r.._J_.,- _..J--!-_-6__1-_J___l--L--J--i----__J__i___L__L__�__i___ , 0 01�e Outflow r 1 cro Primary 00 v 0.01 cta condary r 19 _ _n �w re s 0.015 • 0.014 .................. - ft k lev=. 6..0 ' �45 0'. 4.413. ` or a ;- .cg ...... --- ;-, , • ; 0.412 .•' - � - --'------ ------- --- --- -------- 0.011 ---------- -- -- - ------ .1 - - I I . � r--;--JII ---; r--;-._ ra ----r ......' r- 1I --Y._l_-- --------------- ------------4009 1 - 1f 14 448 --"---.-- —I --- 0.007--"" - Ii, ,• ,, 0.006-" 1 I , I 1 I 0.005 , , r r 0.404 0.003 0.002-" 0. q.00 cfs 0 �• 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343636 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Post Design Point 1A (Trench-Grate) Inflow Area= 113,648 sf, 60.33%Impervious, Inflow Depth= 0.22" for 10-YEAR event Inflow = 0.96 cfs @ 12.00 hrs, Volume= 2,087 cf Outflow = 0.96 cfs @ 12.00 hrs, Volume= 2,087 of, Atten-0%, Lag=0.0 rein Primary = 0.96 cfs @ 12.00 hrs, Volume= 2,087 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt--0.01 hrs Pear Elev=436,02'@ 12.00 lnrs Sur£Area= 110 sf Storage=2 of Plug-Flow detention time=0.1 min calculated for 2,086 cf(100%of inflow) Center-of-Mass det, time=0,1 inin(863.5 -863.4) Volume Invert Avail.Stora e Storage Description #1 436.00' 11 cf Ponding(Prismatic)Listed below(R.ecale) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432.95' 12.0" Round Culvert L=-30.0' RCP, square edge headwall, Ke-=-0.500 Inlet/Outlet Invert=432.95'/432.80' S=0.00507' Cc--0.900 n--0.011 Concrete pipe, straight&clean, Flow Area=0.79 sf #2 Device 1 436.00' 24.0" x 660.0"Horiz. Grate C--0,600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62(C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 rimary OutI+'low Max=0.96 cfs @ 12.00 lnrs HW 436.02' (Free Discharge) Culvert (Passes 0.96 cfs of 6.06 cfs potential flow) 2=Grate (Weir Controls 0.96 cfs @ 0.45 fps) tecondary Oufflow Max--0.00 cfs @ 0.00 hrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 Type 1124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCAD&10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Pond 4P: Post Design Point 1A (Trench—Grate) Hydrograph 096 ds �Ai q A i� 4=1 *! Outflow ©.96cfs jl]'� 6v 613,649 5 Primary �.._... O as cfa Secondary 1I ftak,Eley=436.:02'' Stora90=2 0 LL 0 0 1 2 3 4 5 6 7 8 9 1011 12131415 16 1718 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 sha 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 5P; Post Design Point 1B (Infiltrator System) Inflow Area= 91,563 sf, 62.08%Impervious, Inflow Depth= 1.51" for 10-YEAR event Inflow - 4.48 cfs @ 12.05 lirs, Volume= 11,538 cf Outflow = 0.38 cfs @ 11.73 hrs, Volume= 11,538 cf, Atten-92%, Lag-0.0 min Discarded = 0.38 cfs @ 11.73 lars, Volume= 11,5.38 cf Prhnary = 0.00 cfs @ 0.00 lays, Volume= 0 cf Routing by Stor-Ind method,Time Spair-0.00-36.00 lars,dt=0.011ars Peak Elev=439,67'@ 12.93 lars Surf.Area=0.094 ac Storage=0.107 of Plug-Flow detention tune= 104.7 min calculated for 11,535 cf(100%of inflow) Center-of-Mass det, time= 104.6 inin(954.6-849.9} Volume Invert Avail.Storage Storage Description 41A 438.00' 0.084 of 34.751W x 117.54'L x 3.50'H Field A 0.328 of Overall-0.118 of Embedded=0.210 of x 40.1%Voids #2A 438.50' 0.118 of ADS StormTech SC-740+Cap x 112 Inside#1 Effective Size-44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.56L with 0.44'Overlap 7 Rows of 16 Chambers 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 438.00' 4.000 inihr Exflltration over Surface area #2 Primary 440.00' 12.0" Round Overflow Pipe L=50.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=440.00'/439.50' S=0.01007' Cc=0.900 n=0.012, Flow Area=0.79 s£ Discarded OutFlow Max=0.38 cfs @ 11.73 hrs HW=438.04' (Free Discharge) t--1=Exflltration (Extiiltration Controls 0.38 cfs) primary OutFlow Max-0.00 cfs @ 0.00 lays HW-438.00' (Free Discharge) 2=Overflow Pipe (Controls 0.00 efs) 4917A-HydroCAD S20 Type x124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers,LLP HydroCAD® 10.0048 s/n 00936 Q 2016 HydroCAD Software Solutions LLC Pond SP: Post Design Point 1B (Infiltrator System) Hydrograph Inflow 4.46 yrs I Oufflow 1n --0W Area-9' 5p:7__ PrimBE ary :. Pbal' IEIev=430.07'' Sfara ' e-Q.107 of , 3 I 0 Z � aaa�r8 0.36 cfs T O.DO cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13141516 17 1819 20 2122 23 24 25 26 2728 29 30 31 3233343536 Time (hours) 4917A-HydroCAD S20 Type II 24-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Post Design Point 2 (Catch Basin) Inflow Area 2,222 sf, 62.75%Impervious, Inflow Depth= 1,51" for 10-YEAR event Inflow = 0.14 cfs @ 11,981irs, Volume= 280 cf Outflow = 0.14 cfs @ 11.981nrs, Volmne= 280 cf, Atten=0%, Lag=0.0 min Primary = 0.14 efs @ 11.98 hrs, Volume- 280 cf Secondary= 0.00 cfs @ 0.00 hrs, Volumc= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 l-ffs,dt=0.01 hrs Peak Elev=442.31"@ 11.98 hrs Flood Elev^446,33' Device Routing Invert Outlet Devices #1 Primary 442.09' 12.0" Round 12" Pipe L 30.0' CPP, square edge headwall, Ke=0,500 Inlet/Outlet Invert=442,09'/441.94' S=0.0050 '/' Cc=0.900 n7-0.013 Corrugated PE,sinooth interior, Flow Area=0.79 sf #2 Secondary 446,33' 24.0" x24.0" Horia.Top Grate C=0.600 Limited to weir flow at low heads rimary OutFlow Max--O.14 cfs @ 1198 hrs HW=442.31' (Free Discharge) 1=12" Pipe (Barrel Controls 0.14 cfs @ 1.67 fps) tecondary Outflow Max=0.00 cfs @ 0.00 hrs HW=442,09' (Free Discharge) 2=Top Grate (Controls 0.00 cfs) Pond 6P: Post Design Point 2 (Catch Basin) Hydrograph I I 12 L1n,11Lo a.14 cra y,0.,4 aw rea2222 s ry 0.15 i_ A.....-. ws 0.14 0,12- 4.I I 0.1-' 0.09-' �....i-..., ...... 1...........:...... , , 3 e 0.07 - t 0.06 0.05 ;...; ' 0.04- --- OM-:` 0.02: 0' O.Do cts 0- 0 1 2 3 4 5 6 7 8 9 1011121314 5 16 17 1819 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1I24-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 O 2016 HydroCAD Software Solutions LLC Summary for Link 1L: Total Pre To NYSDOT Inflow Area= 107,811 sf, 41.17°/o Impervious, Inflow Deptli= 0.79" for 10-YEAR event Inflow = 2.23 efs @ 12.08 lus, Volume= 7,054 of Primary = 2.23 cfs @ 12.08 lirs, Volume= 7,054 cf, Atten=0%, Lag=0.0 min Secondary= 0.00 efs @ 0.00 hrs, Volume= 0 of Primary outflow=Inflow below 10.00 efs,Time Span=0.00-36.00 lirs,dt=0.01 lirs Link 1L: Total Pre To NYSDQT Hydrograph FE-1 2.23 ors IN Primary 2.23 cfs — ' I'nflo - 1 ' w�Area �'10�' 8� sf 2- -----------T-- O IL �.. 0:00 dfs 0- 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 IS 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 10-YEAR Rainfall=3.70" Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Link 2L: Total Post To NYSDOT hiflow Area= 115,870 sf, 60.38%Impervious, Inflow Depth= 0.25" for 10-YEAR event Inflow — 1.10 cfs @ 11.991irs, Volume= 2,366 cf Primary = 1.10 cfs @ 11.99 firs, Volume= 2,366 cf, Atten=0%, Lag=0.0 min Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary outflow=Inflow below 10.00 cfs,Time Span=0.00-36.00 tars,dt=0.01 lirs Link 2L: Total Post To NYSDOT Hydrograph Inflow 1.1o ore rEl Primary Eff---------- ' CIS Secondary ----- ___�__ .___.__ ---: hfibW Are =115,.8-70-Sf 3 o I , LL I I 0.00 ePs Q ., . 6 1 2 3 4 5 6 7 8 9101112131415161718192021 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917AWHydroCAD S20 Type II 24-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP HydroCAD®10.00-18 On 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1 Runoff = 4.22 cfs @ 12.07 hrs, Volume= 11,658 cf, Depth 1.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span—0.00-36.00 hrs,dt=0.01 lnrs Type II 24-lir 50-YEAR Rainfall=5.20" _Area(ac) CN Description .__0.174 98 Roofs,HSG A 0.547 98 Paved parking,HSG A 0.044 96 Gravel surface,HSG A 0.055 98 Concrete,HSG A 0.558 39 >75%Grass cover, Good,HSG A 0.498 36 Woods,Fair,HSG A 1.876 64 Weighted Average 1.100 58.64%Pervious Area 0.776 41.36%hupervious Area Tc Length Slope Velocity Capacity Description {xnin} (feet) (ft/ft) (ft/sec) (cfs) 12.8 100 0.1000 0,13 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.50" 0.8 275 0.0800 5,74 Shallow Concentrated Flow, Paved Kv=20.3 fps _ 13.6 375 Total Subcatchment 1S: PRE 1 Hydrograph I I I I ®Runoff I I 422 cfs. I 4 Y;P, 50-YEAR ftifiM11=6.20'" 80660 Arocj-l1,87'0 Ok ---------- 3-' Rdnoff Vblum'e=11,65$ ff Runoff 01epth=1X71" i OW- �-eine 2- ' T&13.6 in]h IGM-04 1 I I I I I p �. �' , 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) 4917A-HydroCAD S20 Type1124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers,LLP HydroCADO 10.00-18_sln 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 2 RLuioff = 1.10 cfs @ 12.10 hrs, Volume= 3,399 cf, Depth= 1.56" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt`0.01 firs Type II 24-hr 50-YEAR Rainfall-5.20" Area(ac) CN Description 0.008 98 Roofs,HSG A T 0.235 98 Paved parking,HSG A 0.186 39 >75%Grass cover,Good,HSG A 0.170 36 Woods,Fair,HSG A 0.599 62 Weighted Average 0.356 59,43%Pervious Area 0.243 40.57%Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 15.2 100 0.0650 0.11 Sheet Flow, Woods:Light underbrush n-0.400 P2=2.50" 0.5 60 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv=5.0 fps 0.5 140 0.0500 4.54 Shallow Concentrated.Flow, Paved Kv^20.3 fps 16.2 300 Total Subcatchment 2S: PRE 2 Hydrograph ®Runoff 17acrs 1124- t, 1 $0-YEAR Rainf :Runoff Area=0.699 ad 8666 V6.1UM003#390 r1f s FOnoffQeth:-1.��' LL F1ow:Len6th-360! T O6.2 inlH CW-69 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 Timo (hours) 4917A-HydroCAD S20 Type IT 24-hr 50-YEAR Rainfall=5'.20" Prepared by ABD Engineers, LLP HydroCAD® 10,00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PRE 3 Runoff — 0.13 cfs @ 12.081ars, Volume= 488 cf, Deptla= 0.72" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt—0.01 lus Type 1124-hr 50-YEAR Rainfall=5.20" Area(ac) CN Description - 0.045 98 Paved parking,HSG A 0.062 39 >75%Grass cover,Good,HSG A 0,080 30 Woods,Good,HSG A 0.187 49 Weighted Average 0.142 75.94%Pervious Area 0.045 24.06%Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec)_ (cfs) 12.8 100 0.1000 0.13 Sheet Flow, Woods:Light underbrush n=0.400 P2—2.50" 0.1 25 0.0800 5.74 Shallow Concentrated Flow, Paved Kv=20.3 fps _ 12,9 125 Total Subcatchment 3S: PRE 3 Hydrograph 0,14_".• I .. ..; �......�......:.... ..... ......i___�__ ' 0113 da ; .' ............... Runoff � 1 11 0.13 I I I I I I I ' , ,.: r.....y.....r.._..,....._..__,...._r---r__'+___' r--'�...............i..,y. y.._..,.........._ ...,......y..__r___r.... ! r" "'r _ r"'r n.12 _-50--YEAR-RAinfall=5:2.0 0.11 0.1 L1170. f�2�� aC' --- 0.09 i 0.087, 0 0.07 0.06 '" --- er�l OW rt , ------ r ------------ - 0.05 , 0.04• ' n.03 0,02= 0,01 0 0 1 2 3 4 5 6 7 8 9 101112 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) 4917A-HydroCAD S20 Type II 24-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP HydroCAD© 10.00-18 s/n 00936 C 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST 1A Runoff — 1.89 cfs @ 11.99 hrs, Volume— 4,023 ef, Depth= 2.19" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span—0.00-36.00 hrs,dt=0.01 Jars Type H 24-hr 50-YEAR Rainfall-5.20" Area(ac) CN _ Description -- 0.224 98 Paved parking,HSG A * 0.045 98 Concrete,HSG A 0.238 39 _>75%Grass cover,Good,HSG A 0.507 70 Weighted Average 0.238 46.94%Pervious Area 0.269 53,06%1.3npervious Area Tc Length Slope Velocity Capacity Description (znin) (feet) (ft/ft) (ftlsec) (cfs) 6.1 100 0.0900 0.27 Sheet Flow, Grass; Short n7-0.150 P2=2.50" 1.1 125 0.0720 1.88 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.1 47 0.1270 7.23 Shallow Concentrated Flow, _ Paved Kv-20.3 fps _ 7.3 272 Total Subcatchment 4S: POST IA Hydrograph , 2 , , I 1,89Cfa I ;Tyke I'I 24-h d- ►RRain'F '11"5.20" Ruh6 f Area'-0.607 as , R6600 ;o16me:--�4#4 6# W 1=16w:16 tgth : 212t CN=70 0 1 2 3 4 b 6"'i 8 9 10 11 12 13 74 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type1124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B Runoff — 8.07 efs @ 12.041irs, Volum- 20,611 cf, Depth 2.70" Runoff by SCS TR-20 inethod,UH=SCS,Weightcd-CN,Tune Span=0.00-36.00 hrs,dt=0.01 brs Type 1124-hr 50-YEAR Rainfall=5.20" Area ac CN Description 0.367 98 Roofs,HSG A 0.938 98 Paved parking,HSG A 0.768 39 >75%Grass cover,Good,HSG A 0.029 36 Woods,Fair,HSG A 2.102 76 Weighted Average 0.797 37.92%Pervious Area 1.305 62.08%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (1-f S) 8.5 35 0.0340 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2-2.50" 2.2 45 0.2440 0.35 Sheet Flow, Grass: Short n7--0.150 P2=2.50" 1.6 200 0.0050 2,02 0.40 Pipe Channel, 6.0" Round Area=0,2 sf Perim 1.6' r^0.13' n-0.013 Corrugated PE, smooth interior 12.3 280 Total Subcatchment 5S: POST 1B Hydrograph 9- I I Runoff a Tye H 24-hr r r , , rr-- „ 0-YEAR RA—F fall=5 4917A-HydroCAD S20 TypeI124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST 2 Runoff = 0.25 cfs @ 11,97 hrs, Volume= 500 cf, Depth= 2.70" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span 0.00-36.00 hrs, dt=0.01 lus Type H 24-hr 50-YEAR Rainfall=5.20" Area(ac) CN Description 0.032 98 Paved parking,HSG A 0.019 39 >75%Grass cover Gaod,HSG A 0.051 76 Weighted Average 0.019 37,25%Pervious Area 0.032 62,75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 55 0.0700 0.22 Sheet Flow, Grass: Short n7-0.150 P2=2,50" 0,3 25 0.0600 1.43 Sheet Flow, Smooth surfaces n--0.011 P2=2.50" 4.5 80 Total, Increased to minimum Tc=6.0 min Subcatchment 6S: POST 2 Hydrograph 0.26 -- -- --- --- - - -- --I ---i--� - -- -- - - - --- -- --- -- - --- -- - - Runoff 0.2r crs 0.24 i11 24-ht : 0.22 I 0.2 ; a.. : : `." 0:14 3 u. 0.12 � or�r_ ��.ng b 0.08 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) 4917A-HydroCAD S20 Type II 24-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Pre Design Point 1 (Trench Grate) Inflow Area= 81,719 sf, 41.36%Impervious, Inflow Depth= 1.71" for 50-YEAR event Inflow - 4.22 cfs @ 12.07 hrs, Volume= 11,658 cf Outflow = 4.22 cfs @ 12.071n-s, Volume- 11,658 cf, Atten=0%, Lag=0.0 nfin Primary = 4.22 cfs @ 12.07 his, Volume= 11,658 of Secondary= 0.00 cfs @ 0.00 firs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 lirs,dt=0.01 hrs Peak Elev=436,05'@ 12.07 hrs Sur£Area7- 110 sf Storage=6 cf Plug-Flow detention time=0.0 min calculated for 11,655 cf(100%of inflow) Center-of-Mass det.tune=0.0 nein(864.9-864.8) Volume Invert Avail.Storage Storage Description #1 436.00' 11 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surl.Area Inc.Store Cura.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ^ 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432.95' 12.0" Round Culvert L=30,0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=-432.95'/432.80' S=0.0050 T Cc=0.900 n--0.011 Concrete pipe,straight&clean, Flow Area-0.79 sf #2 Device 1 436.00' 24.0" x660.011 Horn. Grate C=0.600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62 (C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 rinxary OutFlow Max-4.22 cfs @ 12.07 hrs HW=436.05' (Free Discharge) 1=Culvert (Passes 4.22 cfs of 6.10 cfs potential flow) A --2=Grate (Weir Controls 4.22 cfs @ 0.73 fps) tecondary OutFlow Max-0.00 cfs @ 0.00 lrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 TypeI124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 OO 2016 HydroCAD Software Solutions LLC Pond 1P: Pre Design Point 1 (Trench—Grate) Hydrograph Inflow 422crs Outflow _..._ .. i.... . cts �¢ 10 Primary V 4 22 t. 4.22cfsi' �i� l!p11 {�+fEl Secondary Peak EIdvr=436-SJ'' 4-' Storage=6E cf,--- 3 5: 2 1 a;oo cis 0 0 1 2 3 4 5 6 7 8 9 10111213 14 15 16 1718 19 20 2122 23 24 25 26 2728 29 3031 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 2P: Pre Design Point 2 (Catch Basin) Inflow Area= 26,092 sf, 40.57%Impervious, Inflow Depth= 1.56" for 50-YEAR event Inflow = 1.10 cfs @ 12.10 Irrs, Volume= 3,399 of Outflow = 1.10 cfs @ 12.101irs, Volume= 3,399 cf, Men-0%, Lag=0.0 inin Primary = 1.10 cfs @ 12.101irs, Volume- 3,399 of Secondary= 0.00 cfs @ 0.00 Iirs, Volume= 0 Cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.01 Ins Peak Elev=442.75'@ 12.10 lirs Flood Elev^446.33' Device Routing Invert Outlet Devices #1 Primary^ 442.09' 12.0" Round 12" Pipe Lr—30.0' CPP,square edge headwall, Ke—0.500 Inlet/Outlet Invert=442.09'/441.94' S=0.0050'1' CC;--i n7--0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Secondary 446.33' 24.0" x24.0" Horiz.Top Grate C=0,600 Limited to weir flow at low heads rimary Outflow Max=1.10 cfs @ 12.10]hrs HW=442.75' (Free Discharge) 1=12" Pipe (Barrel Controls 1.10 cfs @ 2.87 fps) econdary Outlt'low Max-0.00 cfs @ 0.00 hrs HW=442.09' (Free Discharge) 2=Top Grate (,Controls 0.00 cfs) Pond 2P: Pre Design Point 2 (Catch Basin) Hydrograph El 7,ao c�a I � 1oCig �* �.�o cFa � 66MM-! ��r. � ;�.' if--- Peals EIOV�40.701 a LL O.00 CFs O 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324262627282930313233343536 Time (hours) 4917A-HydroCAD S20 hype 1124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP H dioCADO.10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary:for Pond 3P: Pre Design Point 3 (Trench Grate) Inflow Area- 8,146 sf, 24.06%Impervious, Inflow Depth= 0.72" for 50-YEAR event Inflow = 0.13 cfs @ 12.08 lirs, Volume= 488 cf Outflow = 0.13 cfs @ 12.081irs, Volume= 488 cf, Atten-0%, Lag=0.0 min Primary = 0.13 cfs @ 12.08 firs, Volume- 488 cf Secondary= 0.00 cfs @ 0.00 lits, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dr 0.01 hrs Peak Elev=456.01'@ 12.08 hrs Sur£Area=50 sf Storage= 1 of Plug-Flow detention time=-0.1 min calculated for 488 of(100%of inflow) Center-of-Mass det.time=0.1 min(920.1 -920.0) Volume Invert Avail.Storage Storage Description #1 456.00' 5 cf Ponding(Prismatic)Listed below(Rccalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) __ _(cubic-feet 456.00 50 0 0 456.10 50 5 5 Device Routing Invert Outlet Devices #1 Primary 456.00' 0.7" x 4,0" Horiz, Grate X 2.00 columns X 77 rows C=0.600 in 12.0"x 192.0"Grate(19%open area) Limited to weir flow at low heads #2 Secondary 456.10' Overflow,Cv=2.52(C=3.28) Head(feet) 0.00 0.10 Width(feet) 16.00 16.00 rimary OutFlow Max=0.13 cfs @ 12.08 firs HW=456.01' (Free Discharge) X=Grate (Weir Controls 0.13 cfs @ 0.35 fps) Secondary OutFlow Max-0.00 cfs @ 0,00 hrs HW=456.00' (Free Discharge) L2=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 TypeI124-hr 50-YEAR Rainfall=5.20 Prepared by ABD Engineers, LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Pond 3P: Pre Design Point 3 (Treneh_Grate) Wydrograph , EM Inflow , , , • 018cfs :.., OuiiloW 13 tfs � mary w_ — " o f3 cfs �r1, �OV ,-/�ll"Ga...S1.46-S - econdary 0.14 : 0.13 pi k;816� 456- 01 D.12_ torage-n'� f. 0.11µ" i ; ; , n. 0.09. •- , , , , u 0.06", ,•' - -- - , 0.05-: , ............... 0.04 -0.03- 0,02 0:00 0' o:oo crs. 0 0 1 2 3 4 5 6 7 8 9 101112 13141516171819 20 2122 23 24252627 28 29 30 31 32 33 3435 36 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Post Design Point lA (Trench Grate) Inflow Area= 113,648 sf, 60.33%Impervious, Inflow Depth= 0.88" for 50-YEAR event Inflow = 2.11 cfs @ 12.27 hrs, Volume= 8,288 cf Outflow = 2.11 cfs @ 12.27 hrs, Volume= 8,288 cf, Atterr--0%, Lag=OA min Primary = 2.11 cfs @ 12.27 hrs, Volume= 8,288 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.01 hrs Peak Elev=436,03'@ 12.27 lirs Sur£Area= 110 sf Storage=3 cf Plug-Flow detention time=0.0 min calculated for 8,286 cf(100%of inflow) Center-of-Mass det.time=0.0 min(801.0 -800.9) Volume Invert Avail.Storage Storage Description #1 436.00' 11 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432.95' 12.0" Round Culvert L 30.0' RCP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=432.95'/432.80' S=0.0050'/' Cc=0.900 n--0.011 Concrete pipe, straight&clean, Flow Area=0.79 sf #2 Device 1 436.00' 24.0" x660.0" Horiz. Grate C--0.600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62(C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 rimary OutFlow Max=2.11 cfs @ 12.27 hrs HW=436.03' (Free Discharge) Culvert (Passes 2.11 cfs of 6.08 cfs potential flow) 2=Grate (Weir Controls 2.11 cfs @ 0.58 fps) tecondary Outflow Ma"- .00 cfs @ 0.00 hrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 Type II 24-hn 50-YEAR Rainfall=5.20" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Pond 4P: Post Design Point 1A (Trench Grate) Hydrograph Inflow 211 ds M Outflow EM Prim.ry'0614 A�4042 11 cy f, in Secondary RdakEleu=46.0 '' 2 ;Storage= ' O.pb cTs 0 0 1 2 3 4 5 6 7 S 9 1011 12 13 1415 16 171819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type II 24-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP HydroCADO 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Post Design Point 1B (Infiltrator System) Inflow Area= 91,563 sf, 62.08%Impervious, Inflow Depth= 2.70" for 50-YEAR event Inflow = 8.07 cfs @ 12.04 hrs, Volume= 20,611 cf Outflow = 2.20 cfs @ 12.28 brs, Voluxm= 20,611 cf, Atten=73%, Lag= 14.1 vain Discarded = 0.38 cfs @ 11.54 hrs, Volume= 16,346 of Primary = 1.82 cfs @ 12.28 lus, Volume= 4,265 cf Routing by Stor-Ind m6daod,Time Span=0.00-36.00 hrs,dt=0.01 tars Peak Elev=440.75'@ 12,28 hrs Surf.Area=0,094 ac Storage=0,173 of Plug-Flow detention time= 122.6 min calculated for 20,611 of(100%of inflow) Center-of-Mass det.tinge= 122.6 rain(955.8 -833.2) Volume Invert Avail.Storage Storage Description #lA 438.00" 0.084 of 34.75'W x 117.541L x 3.501H Field A 0.328 of Overall-0.118 of Embedded=0.210 of x 40.0%Voids #2A 438.50' 0.118 of ADS_StormTech SC-740+Cap x112 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size-51.0"W x 30.0"H x 7.56'L with 0.44'Overlap 7 Rows of 16 Chambers 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 438.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 440.00' 12.0" Round Overflow Pipe L=50.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=440,001/439,50' S=0,0100'/' Cc--0.900 n=0.012, Flow Area=0.79 sf iscarded OutFlow Max--O.38 cfs @ 11.54 hrs HW=438.04' (Free Discharge) 1=E01tration (Exfiltration Controls 0.38 cfs) Vrimary OutFlow Max-1.82 cfs @ 12.281irs HW=440.75' (Free Discharge) 2=Overflow Pipe (Barrel Controls 1.82 cfs @ 4.03 fps) 4917A-HydroCAD S20 Type 1124-hr 50-YEAR Rainfall=5.20x' Prepared by ABD Engineers, LLP HydroCAD®10.00-18 s/n 00936 0 2016 HydroCAD Software Solutions LLC Pond 5P: Post Design Point 1B (Infiltrator—System) Hydrograph Inflow -- outflow g- ?1hf1OWiA�"ed=9' ,563 i Discarded ®Primary Peal' F-NOu=4 0.7$�' ;..:.;.....;... - orage 7 -------------- 6 I I I I 5 i i k - ; Y ___!__J__-t__L_-J__-L__Ji__�__. __L__i__ __i__J___t__L__J___l__!__J___L--d__i___i___�___L__l__J_-_i__i..-.i.--�--. a ; 4- .2.20 ora 3 2 1.62 cis 1 � Q 3 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343636 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 50-YEAR Rainfall=5,20' Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Post Design Point 2 (Catch Basin) Inflow Area= 2,222 sf, 62.75%Impervious, Inflow Depth= 2.70" for 50-YEAR event Inflow = 0.25 cfs @ 11,971ars, Volume= 500 of Outflow = 0.25 cfs @ 11.971m, Volume= 500 cf, Atten=0%, Lag=0,0 min Primary = 0.25 cfs @ 11.97 hrs, Volume— 500 cf Secondary- 0.00 cfs @ 0.00 his, Volume= 0 cf Routing by Stor-Ind method,Time Span=0,00-36.00 hrs,dt=0.01 hrs Peak Elev=442.3 8'@ 11,97 hrs Flood Elev=446.33' Device Routing Invert Outlet Devices #1 Primary 442,09' 12.0" Round 12" Pipe L=-30.0' CPP, square edge headwall, Ke=0.500 Net/Outlet Invert=442,091/441.941 S=0,00507' Cc--0.900 n—0.013 Corrugated PE, sinooth interior, Flow Area=0.79 sf #2 Secondary 446,33' 24.0" x 24.0" Horiz.Top Grate C=0.600 Limited to weir flow at low heads rimary OutFlow Max--0,24 cfs @ 1197 hrs HW--442:38' (Free Discharge) 1=12" Pipe (Barrel Controls 0.24 cfs @ 1.95 fps) tecondary OutFlow Max--0.00 cfs @ 0.00 hrs I1W=442,09' (Free Discharge) 2=Top Grate (Controls 0.00 cfs) Pond 6P: Post Design Point 2 (Catch Basin) Hydrograph : IM : 25 � Inflow : . : 0EM Outflow 25;cfe �!S : jL, : T. 6:25 cfs ` " ' ` ; ;' , : : Second 0.26- 0.24 ,• ,- : ; 0.22- 0.2 0.18- ^� 0.16,; > v i 0.14 . UL 0.12 ' 0.08 0.06- 0.04 0, O.UD cF5 n- 0 1 2 3 4 5 6 7 8 9 1019 12 1314 15 16 171819 20 2122 23 24 25 2627 28 2930 3132 33 3435 36 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Link IL: Total Pre To NYSDOT Inflow Area- 107,811 sf, 41.17%Impervious, Inflow Depth= 1.68" for 50-YEAR event Inflow = 5.29 cfs @ 12.07 hrs, Volume= 15,057 cf Primary = 5.29 cfs @ 12.07 hrs, Volume= 15,057 cf, Attetn--0%, Lag=0.0 n in Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 of Primary outflow=Inflow below 10.00 ds,Time Span--0.00-36.00 hrs, dt=0.01 hrs Link IL: Total Pre To NYSDOT Hydrograph Inflow 6.29 CF5 IM Primary Secondary Iflov�rAcra-�1 X7; 11 sf 5 401OW 10-:00 Os' 4 3 I I I 0 2-" 1 I I I 0.00 cfa i,i pgii!%Rjil j!101i DA 11 7 0 1 2 3 4 5 6 8 9 1011 12 13 14 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type II 24-hr 50-YEAR Rainfall=5.20" Prepared by ABD Engineers, LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary dor Link 2L: Total Post To NYSDOT Inflow Area= 115,870 sf, 60.38%Impervious, Inflow Depth= 0.91" for 50 YEAR event Inflow – 2.14 cfs @ 12.27 hrs, Volumuz= 8,788 e£ Primary = 2.14 cfs @ 12.27 lirs, Volume= 8,788 cf, Atten=0%, La,—0.0 min Secondary= 0.00 cfs @ 0.00 lirs, Volume– 0 cf Primary outflow=Inflow below 10.00 cfs,Time Span=0.00-36.00 lirs,dt=0,01 ]ars Link 2L: Total Post To NYSDOT Hydrograph Inflow M ..._.._,-__r_..__.;__ ._ r__7__-r-_.` ; fnflo�r'Area=1�5 S70 sf ®Primary �:,a erg 12:#4 ofa ®Secondary __�__7-__r.. r. —' r - ?-- 2 , ; 3 0 OW 0 1 2 3 4 5 6 7 8 9 1011 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) 4917A-HydroCAD S20 TypeI124-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 shi 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE 1 Runoff 5.68 cfs @ 12.06 lirs, Voliune= 15,413 cf, Depth= 2.26" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span—0.00-36.00 hrs,dt=0.01 hrs Type H 24-hr 100-YEAR Rainfall=6.00" Area(ac) CN Description 0.174 98 Roofs,HSG A 0.547 98 Paved parking,HSG A 0.044 96 Gravel surface,HSG A * 0,055 98 Concrete,HSG A 0.558 39 >75%Grass cover,Good,HSG A 0.498 36 Woods,Fair,HSG A 1.876 64 Weighted Average 1.100 58.64%Pervious Area 0.776 41.36%lnipervious Area Tc Length Slope Velocity Capacity Description (1nin) (feet) (ft/ft) (ft/sec) (cfs) 12.8 100 0.1000 0.13 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.50" 0.8 275 0A800 5.74 Shallow Concentrated Flow, Paved Kv=20.3 fps 13.6 375 Total Subcatchment 1S: PRE 1 Hydrograph . . ------------ ®Runoff 6 .esa crs I Typ MI 24-he 6 100-YEain all=6."Q " - -- - -- -- R ,r'ofF Ar"=14:8' 0 00 4- Runoff;Volume=15,413 d y RUhOff 06th-�.2 p 3 'Fkow I.enh=3715 Tc=13.6 m'in -- - -- -- 2 CN=6 1 0 0 1 2 3 4 6 6 7 8 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 Tlmo (hours) 4917A-HydroCAD S20 .Type 1'1"24-hr 100-YEAR Rainfall=b.00" Prepared by ABD Engineers, LLP HydroCADC 10.00-18 s/n 00936 OO 2016 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PRE 2 Runoff = 1.51 efs @ 12.091-irs, Volume= 4,545 cf, Depth= 2.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span 0.00-36.00 hrs, dt=0.01 hrs Type II 24-1-ff 100 YEAR Rainfall=6.00" Area(ac) CN Description 0.008 98 Roofs,HSG A 0.235 98 Paved parking,HSG A 0.186 39 >75%Grass cover, Good,HSG A 0.170 36 Woods,Fair,HSG A 0.599 62 Weighted Average 0.356 59.43%Pervious Area 0.243 40.57%bnpezvious Area Te Length Slope Velocity Capacity Description (zein) (feet)_ (MI) (ft/sec) (cfs). 15.2 100 0.0650 0.11 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.50" 0.5 60 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv=5.0 fps 0.5 140 0.0500 4.54 Shallow Concentrated Flow, Paved Kv=20.3 fps 16.2 300 Total Subcatchment 2S: PRE 2 Hydrograph ®Runoff 1 1.51 cis T Ike 1124-h r '1ti( -YEAR t 'aInf4il" .0 " ;Runoff Area=0.699 as 1- IunffDepth .09 PIo' W' Iength :=30`0 CN--62 0 !""i 3 4 5 6 7 8 9 10 11 12 3 1'4'"1"5 16 17 18 19 20 21 22 23 24 25 26 27 28 2930 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 100--YEAR Rainfall=6.00" Prepared by ASD Engineers, LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subeatchment 3S: PRE 3 Runoff — 0.23 cfs @ 12,071u's, Volume= 727 cf, Depth= 1.07" Runoff by SCS TR-20 inethod,UH=SCS,Weighted-CN,Time Span--0.00-36.00 lus,dt=0,01 hrs Type II 24-hr 100-YEAR Rainfall=6,00" Area(ac) CN Description 0.045 98 Paved parking,HSG A 0.062 39 >75%Grass cover, Good,HSG A 0.080 30 Woods,Good,HSG A 0.187 49 Weighted Average 0.142 75.94%Pervious Area 0.045 24.06%Impervious Area Te Length Slope Velocity Capacity Description linin) (feet) (ft/ft) (ft/sec) (cfs) 12.8 100 0.1000 0,13 Sheet Flow, Woods: Light underbrush n--0.400 P2=2.50" 0.1 25 0.0800 5.74 Shallow Concentrated Flow, Paved Kv=20.3 fps 12.9 125 Total Subcatchment 3S: PRE 3 Hydrograph 0,25 J Runoff 0.24 ; ' 0:23 0.23: , , I ' ; y Nr 6 i , iD 22 1 12 0,21 ���i�_�l....._....... 0.2 -- ------ .�--......7......i.. 0EARr ��xfallxY , ....... .�...�. .7.....f._.`. ---- T --i'--5- --T---T--1---1---T--------------- 1 D,17 D.16 --- f} -'Vol u me=7 -7.--b--f--- ----------- tin 0.15 ' ------------------ -- ; , -� 0.13 - - -- ------- 0.12 - �v henh- 5 , , , i Fo,11 ' ' F -- -- , 0,1 0.09. ; 0.08• --- , 0.07� _ , D.O4• • , »».I»..J ..L»««G»..i_.,.,J«..1.««A...__. I..._ b _,}_...,,......li.....i...-.}...-..A»»»A»»4..�.,.....-J.-...�..�.-t.......i. .«J«.« 0.03° 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 2'4"'2"5 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1'1x24-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST IA Runoff — 2.43 cfs @ 11,99 hrs, Volume= 5,163 cf, Depth= 2.81" Runoff by SCS TR-20 inethod,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.01 lirs Type II 24-hr 100-YEAR Rainfall=6.00" Area(ac) CN Description 0.224 98 Paved parking,HSG A * 0,045 98 Concrete,HSG A 0.238 39 >75%Grass cover, Good,HSG A 0.507 70 Weighted Average 0,238 46.94%Pervious Area 0.269 53.06%hnpervious Area Te Length Slope Velocity Capacity Description (min) (feet) (W#) (ft/scc) (cfs) 6.1 100 0.0900 0.27 Sheet Flow, Grass: Short n—0.150 P2—2.50" 1.1 125 0.0720 1.88 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.1 47 0.1270 7.23 Shallow Concentrated Flow, Paved Kv 20.3 fps 7.3 272 Total Subcatchment 4S: POST IA Hydrograph Runoff '2;43.cfs `TYpe I:I 24-hr All 2-' 'Ruhb f A'rda=0.507 acs Rdnpff:ae0th"2.' I FIowth :L�ng =21. M"-70 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) 4917A-HydroCAD S20 Type 1124-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Subcatchment 5S: POST 1B Runoff = 10.08 cfs @ 12.04lirs, Volume= 25,791 cf, Depth= 3.38" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 lirs,dt=0.01 hrs Type H 24-hr 100-YEAR Rainfall=6.00" Area ac CN Description 0.367 98 Roofs,HSG A 0.938 98 Paved parking,HSG A 0.768 39 >75%Grass cover,Good,HSG A 0.029 36 Woods,Fair,HSG A 2.102 76 Weighted Average 0.797 37.92%Pervious Area 1.305 62.08%hupervious Area Te Length Slope Velocity Capacity Description Inin) (feet) (ftlft) (ft/sec) (cfs) 8.5 35 0.0340 0.07 Sheet Flow, Woods; Light underbrush n--0.400 P2=2.50" 2.2 45 0.2440 0.35 Sheet Flow, Grass: Short n=0.150 P2=2.50" 1.6 200 0.0050 2.02 0.40 Pipe Channel, 6.0" Round Area 0.2 sf Perim-- 1.6' r--0.13' _ n--0.013 Corrugated PE, smooth interior 12.3 280 Total Subcatchment 5S: POST 1B Hydrograph ..... ....._r....,. - ------------ ; Runoff 10 �I 2 . -hr , 9- '1100-YEAR R9infall=6:00" , , 8 PW66ff Area*2102 00 ,...;...x..., - ...;...... ......f uno o ume — ;9. c 7- 6- Ru n+�ff D p h:4. Q Length=28 ; 4-' 3 2 1 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 Tfine (hours) 4917A-HydroCAD S20 TypeI124-hr I00-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP HydroCAD® 10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST 2 Runoff — 0.31 cfs @ 11.97 hrs, Volume= 626 ef, Depth= 3.38" Runoff by SCS TR-20 method,UH—SCS,Weighted-CN,Time Span=0A0-36.00 lars,dt=0.01 lags Type.U24-hr 100-YEAR Rainfall=6,00° Area(ac) CN Description 0.032 98 Paved parking,HSG A 0.019 39 >75%Grass cover, Good,HSG A 0.051 76 Weighted Average 0.019 37.25%Pervious Area 0.032 62.75%Impervious Area Te Length Slope Velocity Capacity Description. (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 55 0,0700 022 Sheet Flow, Grass: Short n7-0.150 P2=2.50" 0.3 25 0.0600 1.43 Sheet Flow, Smooth surfaces n=0.011 P2=2.50" 4.5 80 Total, Increased to minimum Tc=6.0 min Subcatchment 6S: POST 2 Hydrograph [ r I r r I 0,34 -- -- ; --- -- - ;- ---, --- -- - 4--------- 4 � - T--------j � Runoff r r , r r r [ r r r r 0.32 U s1 cFs r »»»[»»».»»»b.» --^r-..,...a-._..A.....[....'__.A_""A...... ....i....,J,......1... ......_....A.........._..1....J...�...1..»J.»»A»»»l • [ I r e ' 0,3_+ 1 [ 1 [ •r c i r , r r w. D.28 O r� r � r 0.26^ ; r r 0.24 Irr0ff; l" t � .;0 �.« �.. r , , 1. 0.22 • r r [ --- bff- ore: • r r r r [ ep r i .010 --------------------- 0.16-1 r [ -r............r i*i y{r�ra 0.14' r r [ r r r , r 0.12 , r rI r I r 0.1- r I r I t- D.oB' ; r , r , r rrrl ll [ r 0.06 r ______J___S___t______J___1___S___I___J__ __l__!___J___S___L__!___l___1___[___ ___l___l___i___l__.___S___S__!.______S___£___[___!_—_. • • , 1 I r i r I [ I I [ I r D.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) 4917A-HydaroCAD S20 Type 1'1"24-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Pre Design Point 1 (Trench-Grate) Inflow Area= 81,719 sf, 41.36%Impervious, Inflow Depth= 2,26" for 100-YEAR event Inflow _ 5.68 cfs @ 12.06 hrs, Volume- 15,413 cf Outflow = 5.68 cfs @ 12.06 hrs, Volume= 15,413 cf, Atten=0%, Lag=0.0 min Primary = 5.68 cfs @ 12.06 hrs, Volumcl -- 15,413 cf Secondary= 0,00 cfs @ 0,00 lhrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 lhrs, dt-0.01 hrs Peak E1ev=436.06'@ 12.06 lass Surf Area= 110 sf Storage=7 cf Plug-Flow detention time=0.0 min calculated for 15,413 cf(100%of inflow) Center-of-Mass det.time=0.0 min(856.4-856.3 ) Volume Invert Avail.Storage Storage Description #1 436.00' 11 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cm-n.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #I Primary 432.95' 12.0" Round Culvert L=30.0' RCP, square edge headwall, Ke--0.500 Inlet/Outlet Invert=432.95'/432.80' S=0.0050'/' Cc;--0.900 n--0.011 Concrete pipe, straight&clean, Flow Area=0.79 sf 02 Device 1 436.00' 24.0"x 660.0" Horiz. Grate C=0.600 Limited to weir flow at low heads 43 Secondary 436.10' Overflow,Cv=2.62(C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 rimary Outflow Max=5.67 cfs @ 12.06 Im HW=436.06' (Free Discharge) Culvert (Passes 5.67 cfs of 6.11 cfs potential flow) 2=Grate (Weir Controls 5.67 cfs @ 0.81 fps) tecondary OutFlow Max-0.00 cfs @ 0.00 hrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0,00 cfs) 4917A-HydroCAD S20 Type II 24-Ian' 100-YEAR Rainfall=6,00" Prepared by ABD Engineers, LLP HydroCADO 10,0018 9/n 00936 ©2016 HydroCAD Software Solutions LLC Pond 1P: Pre Design Point 1 (Trench—Grate) Hydrograph , - - - IM Inflow 6.60 V5 Outflow , ec d r]y , , , EM Primary EM Secondary 5.68 Cfa ;....;.. torag .. 4-' '� I Ali Ali I I 3 ,_ LL `-- '- `--'------------------ 2-' - - - - -- - -- -- 2- 1 D.00crs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 1416 16 1718 19 20 2122 23 24 25 26 27 28 29 303132 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type 1124-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP H droCADO 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Pond 2P: Pre Design Point 2 (Catch Basin) Inflow Area= 26,092 sf, 40.57%Impervious, Inflow Depth= 2.09" for 100-YEAR event Inflow — 1.51 cfs @ 12.09 lirs, Volume= 4,545 cf Outflow = 1.51 cfs @ 12.09 hrs, Volume= 4,545 ef, Atten=0%, Lag=0.0 min Primary = 1.51 cfs @ 12.09 firs, Volume= 4,545 cf Secondary= 0.00 cfs @ 0.00 lrs, Volume— 0 of Routing by Stor-Ind method,Time Span=0.00-36.00 lays,dt=0.01 ].ars Peak Elev=442.88'@ 12.09 hrs Flood Elev=446.33' Device Routing_ Invert Outlet Devices #1 Primaty 442.09' 12.0" Round 12" Pipe L=30.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=442.09'/441.94' S=0.0050'/' Cc=0.900 n--0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #2 Secondary 446.33' 24.011 x24.0" Horiz.Top Grate C=0.600 Limited to weir flow at low heads Primary Outflow Max=1.51 cfs @ 12.09 his HW=442.88' (Free Discharge) t--1=12" Pipe (Barrel Controls 1.51 cfs @ 3.11 fps) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=442.09' (Free Discharge) 2=Top Grate (Controls 0.00 cfs) Pond 2P: Pre Design Point 2 (Catch Basin) Hydrograph Inflow 1:59 cfs ,+,r�' /► r� *� Outflow 1.51cis1 hf�wr[r ;f 66*2:0,002 sf Se onPrimadary o 4D,DD cfs 0 0 ;""21 3 4 5 6 7 8 9 1011 1"2""13141516171819202122232425262728293031 3233343636 Time (hours) 4917A-HydroCAD S20 Type 1124-hr .100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP H droCADO 10.00-18 shi 00936 ©2016 H droCAD Software Solutions LLC Summary for Pond 3P: Pre Design Point 3 (Trench Grate) Inflow Area= 8,146 sf, 24.06%Irnpervious, Inflow Depth= 1.07" for 100-YEAR event Mow - 0.23 efs @ 12.07 firs, Volume= 727 of Outflow = 0.23 efs @ 12.07 lirs, Volume= 727 cf, Atten=0%, Lag=0.0 rain Primary - 0.23 cfs @ 12.07 firs, Volume= 727 of Secondary= 0.00 cfs @ 0.00 lits, Volurne= 0 of Routing by Stor-Ind method,Time Span-0.00-36.00 lirs, dt=0.01 hrs Peak Elev=456.02'@ 12.07 hrs Sur£Area=50 sf Storage= 1 cf Plug-Flow detention time=0.1 rain calculated for 727 of(100%of inflow) Center-of-Mass det, time=0.1 rain(902.7 -902.6) Volume Invert Avail.Storage Storage Description #1 456.00' 5 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 456.00 50 0 0 456.10 50 5 5 Device Routing Invert Outlet Devices #1 Primary 456.00' 0.7" x 4.0"Horiz.Grate X 2.00 columns X 77 rows 0=0.600 in 12.0"x 192.0"Grate(19%open area) Limited to weir flow at low heads #2 Secondary 456.10' Overflow,Cv 2.62 (C-3.28) Head(feet) 0.00 0.10 Width(feet) 16.00 16.00 Primary OutFlow Max--0.23 cfs @ 12.07 hrs ITW=456.02' (Free Discharge) Ll=Grate (Weir Controls 0.23 cfs @ 0.41 fps) tecondary OutFlow Max-0.00 cfs @ 0.00 lirs HW 456.00' (Free Discharge) 2=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 TypeI124-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP HydroCAD© 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Pond 3P: Pre Design Point 3 (Trench Grate) Hydrograph Inflow 0 Outflow E2 a: ` Primary �nlouvir`ea-8 1; 6 sf` M Secondary 0.24 .;.4 V... 0.22 0.2-' o rag.�.� a , 0.18 -. 0.16 I I I ' 0.14, ` -------'—t- --' '--- '- 0 0.12 I --•----- 0.0a - - - -- - -- ------------ - --- 0.06 0.04 0. 0.00 cFa 0 U 1 2 3 4 5 6 7 8 9 1011 12131415 1517 1819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type I7 24-hr 100-YEAR Rainfall=6.00" Prepared by A.BD Engineers, LLP HydroCADV 10.00-18 s/n 00936 C 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: Post Design Point 1A (Trench-Grate) Inflow Area= 113,648 sf, 60.33%Impervious, Inflow Depth= 1.36" for 100-YEAR event Inflow - 4.03 cfs @ 12.19 hrs, Volume= 12,913 of Outflow = 4.03 cfs @ 12.201-irs, Volume= 12,913 cf, Atten 0%, Lag=0.1 min Primary = 4.03 cfs @ 12.20 firs, Volume= 12,913 cf Secondary= 0.00 efs @ 0.00 hrs, Voluwe= 0 cf Routing by Stor-Ind method,Tune Span=0.00-36.00 hrs,dt=0.01 hrs Peak Elev=436.05'@ 12.20 hrs Surf.Area= 110 sf Storage=5 cf Plug-Flow detention time=0.0 thin calculated for 12,909 cf(100%of inflow) Center-of-Mass det. time--0.0 inin(789.0-789.0} Volume Invert Avail,Storage Storage Descri tion #1 436.00' 11 cf Ponding(Prismatic)Listed below(Recalc) Elevation Surf.Area Ine.Store Cuin.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 436.00 110 0 0 436.10 110 11 11 Device Routing Invert Outlet Devices #1 Primary 432,95' 12.0" Round Culvert L=30.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=432.95'/432.80' S=0.0050 'I' Cc=0.900 n7-0.011 Concrete pipe,straight&clean, Flow Area=0,79 sf #2 Device 1 436.00' 24.0" x 660.0"Horiz. Grate C=0.600 Limited to weir flow at low heads #3 Secondary 436.10' Overflow,Cv=2.62(C=3.28) Head(feet) 0.00 0.10 Width(feet) 55.00 55.00 Primary OutFlow Max=4.03 cfs @ 12.20 hrs HW=436.05' (Free Discharge) t-Culvert (Passes 4.03 cfs of 6.10 cfs potential flow) t--t= (Weir Controls 4.03 cfs @ 0.72 fps) econdary OutFlow Max-0.00 cfs @ 0.00 hrs HW=436.00' (Free Discharge) 3=Overflow (Controls 0.00 cfs) 4917A-HydroCAD S20 Type II 24-hr 100--YEAR Rainfall=G.00" Prepared by ABD Engineers,LLP HydroCAD® 10.00-18 sin 00936 02016 Hyd:roCAD So£twaro Solutions LLC___ Pond 4P: Post Design Point 1A (Trench Grate) Hydrograph Is Inflow 4.Q3crs ', !IFI�164 ��"'�a,�—.!'I I x,'40 0. ® Primary 4.Q3 crs Secondary Rdak E16V=436.05' 4 V+ 3- 2 2 LL1 Q.QO cfa 0 , 0 1 2 3 4 5 6 7 8 9 1011 12 13 1415 161718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time {hours} 4917A-HydroCAD S20 Type 1124-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP HydroCAD®10,00-18 s/n 00936 C 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Post Design Point 1B (Infiltrator-System) Inflow Area= 91,563 sf, 62.08%Impervious, Inflow Depth= 3.38" for 100-YEAR event Inflow - 10.08 efs @ 12.04 lirs, Volume= 25,791 of Outflow = 3.96 efs @ 12.211ars, Volume- 25,791 of, Atten-- 61%, Lag= 10.2 min Discarded = 0.38 cfs @ 11.32 lars, Volume= 18,041 of Primary = 3.58 cfs @ 12.21 tars, Volume= 7,750 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt--0.01 hrs Peak Elev=441.41'@ 12.21 lars Surf.Arm--0.094 ac Storage=0.199 of Plug-Flow detention time= 113.0 min calculated for 25,791 of(100%of inflow) Center-of-Mass det. tune= 113.0 min(939.8 -826.8) Volume Invert Avail.Storaae Storage Description #IA 438.00' 0.084 of 34.75'W x 117.54'L x 3.50'H Field A 0.328 of Overall-0.118 of Embedded=0.210 of x 40..0%Voids #2A 438.50' 0.118 of ADS StormTech SC-740+Cap x 112 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.12'L=45.9 of Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap 7 Rows of 16 Chambers 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 438.00' 4.000 in/hr Exflltration over Surface area #2 Primary 440.00' 12.0" Round Overflow Pipe L=50.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=440.00'/439.50' S=0.0100'/' Cc=0.900 n=0.012, Flow Area--0.79 sf Discarded OutFlow Max--0.38 cfs @ 11.32 hrs HW=438.04' (Free Discharge) L1=Exfiltration (Ex1"iltration Controls 0.38 cfs) Primary OutFlow Max--3.58 cfs @ 12.21 hrs HW=441.41' (Free Discharge) t2=Overflow Pipe (Barrel Controls 3.58 cfs @ 4.56 fps) 4917A-HydroCAD S20 TypeI124-hr 100-YEAR Rainfall=6,00" Prepared by ABD Engineers, LLP H droCAD® 10.00-18 shi 00936 0 2016 H droCAD Software Solutions LLC Pond 5P: Post Design Point 1B (Infiltrator System) Hydrograph IN, Inflow --,---,- a.o -;- -,---a --,-- �- ;- i Outflow M Discarded, , 11 , Primary , : .. _.........' r 9 StQr-age=x.199 a . , ----------------- , i 6 _,_.................................. V '` 5 , E , 2 a. 1- Q 3 0 1 2 3 4 5 6 7 8 9101112131415161718192021222324252627282930313233343536 Time (hours) 4917A-HydroCAD S20 TypeI124-hr 100•-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP H drOCAD0 10.00-18 stn 00936 ©2016 H oCAD Software Solutions LLC Summary for Pond 6P: Post Design Point 2 (Catch Basin) Inflow Area= 2,222 sf, 62.75%Impervious, Inflow Depth= 3.38" for 100-YEAR event Inaflow - 0.31 efs @ 11.97 bars, Volume= 626 cf Outflow = 0.31 efs @ 1197 hrs, Volume= 626 cf, Atten=0%, Lag=U min Primary = 0.31 efs @ 1197 hrs, Volume- 626 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 Cf Routing by Stor-Ind method,Time Span=0,00-36.00 hrs,dt=0.01 hrs Peak Elev^442.41'@ 11.97 hrs Flood Elev=446.33' Device Routing Invert_ Outlet Devices _ #1 Primary 442.09' 12.0" Round 12" Pipe L=30.0' CPP,square edge headwall, Ke---0.500 Inlet/Outlet Invert=442.09'/441.94' S=0.0050'1' CG=0.900 D7-0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Secondary 446.33' 24.0" x24.0" Horiz. Top Grate C=0.600 Canted to weir flow at low heads Primary OutFlow Max--0.30 efs @ 11.97 hrs HW=442,41' (Free Discharge) L1=12" Pipe (Barrel Controls 0.30 ch @ 2.07 fps) tecondary Outflow Max--0,00 efs @ 0.00 hrs HW=442.09' (Free Discharge) 2=Top Grate {Controls 0,00 efs) Pond 6P: Post Design Point 2 (Catch Basin) Hydrograph -- Inflow 0,31 ds w..;..._;._ ...u..,.,1....,;..,........:.....:......:.....:...........I. Outflow 0.81 ds ®Prima 0.34 vs1 c(s a^ .2 go Secondary i�'1IOVN1�1@' 2' s D.32. V=6/� r� f l: T 0.28.. 0.26` , 0.24-' 0.22- 0.2f .22 ; 0.18 -- FL 0.14 , ,--•--- --•-- --,--- - --•--, - 0.12., , 0.08•, ,• .-... .__.__,__-,..--.-..... - - ---- -- - 0.06 0.04_' 0• D:DDcfs 0 -"11115110100 11111 0 1 2 3"'4""S""6""7""8""9' 10111213141516 17 18 92021222324252627282930313233343536 Time (hours) 4917A-HydroCAD S20 Type-1124-hr 100-YEAR Rainfall=d.00" Prepared by ABD Engineers,LLP H droCAD® 10.00-18 s/n 00936 ©2016 H droCAD Software Solutions LLC Summary for Link 1L: Total Pre To NYSDOT Inflow Area= 107,811 sf, 41.17%Iinpervious, Inflow Depth= 2.22" for 100-YEAR event Inflow 7.15 efs @ 12.071ns, Volume= 19,959 cf Primary = 7.15 efs @ 12,07 hrs, Volume= 19,959 cf, Atten=0%, Lag=0.0 min Secondary= 0,00 efs @ 0.00 hrs, Volume= 0 of Primary outflow=Inflow below 10.00 cfs,Time Span=0.00-36.00 hrs, dt=0.01 lirs Link 1L: Total Pre To NYSDOT Hydrograph ED Inf4ow g ; 6 1 716CFs ®Primary 7.1ects 1rGa=1 7,;811 sf ®Secondary I 6- 5 :............... 4 = ; 3 ' o t 1 D.04 cfs 0- 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4917A-HydroCAD S20 Type II 24-hr 100-YEAR Rainfall=6.00" Prepared by ABD Engineers, LLP HydmCAD® 10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Summary for Link 2L: Total Post To NYSDOT Inflow Area= 115,870 sf, 60.38%Impervious, Inflow Depth= 1.40" for 100-YEAR event Inflow — 4,07 cfs @ t2.19 hrs, Volume= 13,539 cf Primary = 4,07 cfs @ 12.19 hrs, Volume= 13,539 cf, Atten=0%, Lag=0.0 vain Secondary= 0.00 cfs @ 0,00 lays, Volume= 0 cf Primary outflow Inflow below 10.00 efs,Time Span=0.00-36.00 hrs,dt=0.01 hrs Link 2L: Total Post To NYSDOT Hydrograph Inflow 4.ar cis a=;'� , hnf1ow�Are 15,;870 sf Secondary 4 eI4 1�.�� ;cfs, 3 ,fin - - -- - --- -- - LL 2- 1 I I o.00 crs 01 0 1 2 3 4 5 6 7 8 9 10911213141516171819202122232425262728293031 32 33 34 35 36 Time (hours)