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Home My WebLink About2009-03-16 Stormwater Report WSP & DEF SUB aCHRI xTIANSEN & SERGE, INC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET,HAVERHILL,MA 01830-6318 (978)373-0310 FAX:(978)372-3960 STORMWATER MANAGEMENT REPORT FOR "THE CAPTAIN NATHANIEL, BERRY HOMESTEAD" fN NORTH ANDOVER, MASSACHUSETTS PREPARED FOR: 1.66 SALEM STREET REALTY TRUST DATE: AUGUST 5,2008 Ali �C �r •" f k r Stormwater Management Report for "The Captain Nathaniel Berry Homestead",North Andover,Mass, Index 1 Introduction H Hydrologic Analysis HI Soils Analysis IV Sediment Forebay Sizing Calculations V Operation and Maintenance Plan Section 1: Introduction Stormwater Management Report for "The Captain Nathaniel Berry Homestead",North Andover,Mass, 1) Introduction The"The Captain Nathaniel Berry Homestead" Subdivision will consist of the construction of a new residential street and two new single-family house lots on 2.9 acres of land located at 166 Salem Street in North Andover. The land currently contains a house with outbuildings on a 2.3 acre lot and a second undeveloped 25,000 square foot lot. A proposed 292-foot long roadway(Lydia Lane)will provide street frontage and access for the 2 new lots. The stormwater management system considers the impacts of the new road and all of the proposed construction on the site(i.e.the three new houses and the expansion/modification of the existing house and driveway). The proposed stormwater management system for the project includes the installation of a drainage system with four deep-sump,hooded catch basins that will collect roadway runoff and direct it into a detention/infiltration basin located at the north end of the project site. The detention/infiltration basin has been designed to infiltrate all of the runoff that will be generated from storms up to the 10-year event into the underlying soils. For greater intensity storms,such as the 100-year event,a portion of the runoff will discharge over an outlet weir and flow off of the site to the north. Roof runoff will be recharged into the groundwater through the installation of roof runoff drywells for all of the new houses. The detention/infiltration area and roof runoff infiltration areas will mitigate the peak runoff rates from the project so that they will be equal to or less than the peak runoff rates under existing conditions. A Runoff Treatment Train diagram is provided on the following page. flIt should be noted that since the project is a housing development comprised of detached single-family dwellings on four or fewer lots,it is exempt from the Massachusetts Department of Environmental Protection's Stormwater Management Standards. RUNOFF TREA TMENT TRAIN 0 STREET �. DRIVEWAY ROOF RUNOFF RUNOFF RUNOFF a DEEP SUMP VEGETATED OVERFLOW /NFiLTRAllON HOODED BUFFER "�-- - AREA CATCH (LAWN) BASIN p SEDIMENT FORE BRA Ik,++ GROUND WATER RECHARGE 1 DETENTION/ VEGETATED INFILTRATION BUFFER BASIN (UNDISTURBED pL� AREAS) RIP-RAP LEVEL SPREADER GROUND WATER PROPERTY RECHARGE BORDERS i 0 Section Ih Hydrologic Analysis a 0 0 0 0 D 0 0 Q hd Stormwater Management Report for "The Captain Nathaniel Berry Homestead",North Andover,Mass, H) Hydrologic Analysis A hydrologic analysis has been performed to determine the impact that the development of the project site will have on off-site peak runoff rates. The"HydroCAD" Storrawater Modeling System has been used to compare the pre-and post-development runoff rates and to design the stormwater conveyance,detention,and infiltration facilities. The stormwater management system as designed will keep post-development o peak runoff rates equal to or less than the pre-development peak rates for the 1,2, 10,and I 00-year storm events,and the structures and piping in the drainage system have sufficient capacity to convey runoff from the 100-year event. Under existing conditions,stormwater runoff from the project site flows off-site in three distinct flow directions. Figure 1:Plan of Existing Drainage Conditions shows the boundaries and flow directions of the drainage subcatchments,as follows: Subcatchment 1 is the portion of the project site that contributes runoff southward towards Salem Street. Subcatchment 2 is the portion of the project site that contributes runoff towards the abutting properties to the east. Subcatchment 3 is the portion of the project site that contributes runoff towards the abutting property to the north. Figure 2:Plan of Proposed Drainage Conditions shows the project site under the proposed post-development conditions. The drainage areas will be altered under post-development conditions as follows: Subcatcbment I has been reduced in size from 1.39 acres to 0.905 acres under post-development conditions. This reduction in area will result in post-development peak runoff rates that are equal to or less than the pre-development peak rates towards Salem Street. Subcatchment 2 has been reduced in size from 0.50 acres to 0.33 acres under post-development conditions. This reduction in area will result in post-development peak runoff rates that are equal to or less than the pre-development peak rates towards the properties to the east. Subcatchment 3 has been further divided into Subcatchments 3.1 through 3.6. Subcatchments 3.1 through 3.4 are the portions of the project site that contribute runoff to Catch Basins I through 4,respectively. Subcatchment 3.5 is the portion of the project it site that contributes runoff directly into the proposed detention/infiltration basin by overland flow. Subcatchment 3.6 is the portion of the project site that will continue to flow toward the abutting property to the north with no flow controls. The proposed roof areas have been separated out from the drainage areas in which they lie in order to model the roof runoff infiltration areas on each of the lots. Subeatchments R-1 through R-4 are the proposed new roof areas on Lots I through 4, respectively. The runoff from these areas will be collected by gutters and downspouts and discharged into the proposed roof runoff drywells in the yards. Any overflow from the drywells during extreme events is added to the runoff totals of the underlying subcatchments. The mitigating effects of the detention/infiltration basin and roof runoff drywells will keep the combined post-development peak runoff rates from Subcatchments 3.1 through 3.6 equal to or less than pre-development peak rates for to the north. The results of the hydrologic analysis are summarized in the following table. It should be noted that the overall peak runoff rates and total runoff volumes to each of the three offsite flow directions will be decreased under post-development conditions. TABLE 1:SUMMARY OF HYDROLOGIC ANALYSIS South(Subcatchment 1) East(Subcatchment 2) North(Subcatchment 3) Peak Total Peak Total Peak Total Rate Volume Rate Volume Rate Volume (CFS) (Acre-Feet) (CF (Acre-Feet) (CFS) (Acre-Feet) 1-Year Existing 0.43 0.045 0.04 0.008 0.04 0.013 Storm Proposed 0.34 0.032 0.03 0.005 0.02 0.005 2-Year Existing 0.92 0,079 0.14 0.017 0.16 0:029 Storm Proposed 0.70 0.055 0.09 0.011 0.07 0.012 10-Year Existing 2.37 0.178 0.56 0.045 0.88 0.085 Storm Pro osed 1.95 0.124 0.38 0.031 0.42 0.035 100-Year Existing 4.85 1 0.349 1.35 0.098 1 2.37 1 0.195 Storm Pro osed 3.76 0.243 1.16 0.070 1.98 0.148 The exfiltration rate used in the calculations for the detention/infiltration basin is 7.5 inches per hour over the bottom area of 2,040 square feet,or a rate of 0.35 cfs. The exfiltration rate used in the calculations for the roof runoff infiltration areas is 7.5 inches per hour over the bottom area of the drywells. The 7.5 inches per hour rate is based on one-half of the slowest measured infiltration rate recorded during soil testing on the site. Infiltration rates were measured using a double ring infiltrometer. Five tests were performed at various depths and the rates ranged from 15 to 21 inches per hour. The results and locations of the test pits and infiltration tests performed on the site are included on Sheet 2 of the Definitive Subdivision Plan. The HydroCAD drainage diagrams and calculation/data sheets for the analysis of the 1,2, 10,and I 00-year storms for existing and post-development conditions are included to support the results of the analysis. The order of presentation of the calculation/data sheets is as follows: Page I Existing Conditions:Drainage Diagram Pages 2-4 Existing Conditions: 1-Year Storm Pages 5-7 Existing Conditions:2-Year Storm Pages 8- 10 Existing Conditions: I O-Year Storm Pages 11 - 13 Existing Conditions: I 00-Year Storm Page 14 Proposed Conditions:Drainage Diagram Pages 15-28 Proposed Conditions: 1-Year Storm Pages 29-42 Proposed Conditions: 2-Year Storm Pages 43 -56 Proposed Conditions: 10-Year Storm Pages 57-70 Proposed Conditions: 100-Year Storm FIGURE 1: EXI STING DRAINAGE CONDITIONS SCALE: 1 60' LONGEST FLAW s UB ATCHMENT \BOUN ARY (TYP.) vv "4 Ila EAST UP 7388 220 UTI-1 o ti �� UP'I T90 FIGURE 2: PROPOSED DRAINAGE CONDITIONS SCALE: 1" = 60' NORTH �LOT .4 00 R4 lh 226 LOT\2A EAST \LOf 3.1 2 2 226- L C(T IA� . up #1388 220 SOUTH UP -216- UP pigo a a 0 0 0 0 0 0 2 ( 3) 0 South East North rt � a � n a (Subca Reach on Link Drainage Diagram for 166 Salem Street,Existing Conditions �� Prepared by Christiansen&Sergi,Inc., Printed 8/5/2008 HydroCAD�8.5p s/n 001057 O 2007 HydroCAD Software Solutions LLC i � U � D 166 Salem Street, Conditions Type 0/24-hxY Year Storm Rainfa0=250" UPrepared by Christiansen&Sergi, Inc. Printed 8/5/2008 � [| Time dt=O.01hm.3G01points Runoff method. UH=3C8 Reach routing byDyn-SUor-|ndmethod - Pond routing byDyn-Stnp!ndmethod | | Subomtnhmemmi:South Runoff Amw=GD.5GOsf 19.42%|mpemiouo Runoff Depth 0.39" F|wwbangth=210' Tc=6.2min CN=68 Ronoff=0.43ofs 0.045af R | \ Subuatohmen,2:East Runoff Amo=21.735� V.VO%|mpemious RunvffDe�h=U.2V^ *� F|mwLeng�=1gV' Tc=5.6min CN=61 Runoff=0.04mfs 0.008of [7 SubmW*hment3:North RunoffArea=4g.176sf 033%|mperviooe Ronoff[mpth=V.13' plowLength 10T Tc=O.Om!n CN=58 Rnnoff--0.0*mfsu»13o« Fq Total Runoff Aren=3.O1Var RunnffVo|ume=V.0Gauf Average Runoff Depth=O.26' | | 8U.93%Pervious=2.744mu 9.0` Impervious=O.274au R U � � U � R U � R � � \ \ - | `� � [l | | ^~ � U � � U = � Fl U � Fl | | � � U � � U � Fl 16G Salem Street, Existing Conditions Type 024-hrI Year Storm Ryinfa0=250" UPrepared by Christiansen&Sergi, Inc. Printed 8/5/2008 � l | for[� ��~ \ Runoff = 043cfs @ 1212hrs. Vnlume= 0.045aC Depth= 0.397 / | ¥ Runoff bySCSTR-2D method,UH=SCS Time Span=0.OD-38.00hm.dt=O.O1ho Type III 24-hr1 Year Storm Roinfa|l=2.50" Area(sf) CN Description |1 � 11,759 98 paved parking&roofs U 60.560 88 Weighted Average 48.801 Pervious Area [� 11.759 Impervious Area � \ | | ~~ To Length Slope Velocity Capacity Description � | | 5.2 nv vu/vv v./p Sheet Flow, *� Gmas:Ghort n=0150 P2=310^ � 1.0 160 0,0350 2.81 Shallow Concentrated Rnw, | R | 6.2 210 Total Grassed Waterway Kv= 15.0 fps � Summary for Subcatchment 2: East Runoff = 0.04cfs;@ 12.33ho. Volume= 0.008aC Dep!h= 020' R | | Runoff hyGCSTR-2O method,UH=SC6.Time Gpan=O.DV-30.OVhrs.dt=0.O1hm Type III 24-hr1 Year Storm RoinhaU=2.5O" UArea(sf) CN Description � ..''° °^ Woods,Good,.=p � [l � L] 2v35 n/ Weighted Average 21735 Pervious Area U To Length Slope Velocity Capacity Description D Grass:Short n=050 P2=3.10" LJ 07 140 0.0550 3.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps � 5.6 190 Total U � Summary for Subcatchnnont3: North | | Runoff = 0.04cfs @ 12.45hrs. VWume= 0.015at Depth= 0.13" [� Runoff byGC8TR'2U method,UH=GCG.Time 8pan=n.00'36.O0hrs.dt=O.U1hm | | Type III 24-hr1 Year Storm RoinfaU=2.5V" l \ � 166 Salem Street, Existing Conditions Type/11 24-hr I Year Storm Rainfall=2.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 @ 2007 HydroCAD Software Solutions LLC Page 4 Area(sf) CN Description 164 98 Paved parking&roofs 28,511 55 Woods,Good,HSG B 20,501 61 >75%Grass cover,Good,HSG B 49,176 58 Weighted Average 49,012 Pervious Area 164 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 1.0 110 0,1400 1.87 Shallow Concentrated Flow, Woodland Kv=5.0 fps 8.6 160 Total 166 Salem Street, Existing Conditions Type///24-hr 2 Year Stonn Rainfall=3,10" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 @ 2007 HydroCAD Software Solutions LLC Page 5 Time span=0.00-36.00 hrs,dt=0.01 hrs,3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:South Runoff Area=60,560 sf 19.42%Impervious Runoff Depth=0.68" Flow Length=21 0' Tc=6.2 min CN=68 Runoff=0.92 cfs 0.079 at Subcatchment 2:East Runoff Area=21,735 sf 0.00%Impervious Runoff Depth=0.40" Flow Length=190' Tc=5.6 min CN=61 Runoff=0.14 cfs 0,017 of O Subcatchment 3:North Runoff Area=49,176 sf 0.33%Impervious Runoff Depth=0.31" Flow Length=160' Tc=8.6 min CN=58 Runoff--0.16 cfs 0.029 of Total Runoff Area=3.018 ac Runoff Volume=0.124 of Average Runoff Depth=0.49" 90.93%Pervious=2.744 ac 9.07%Impervious=0.274 ac � 166 Salem Street, Existing Conditions Type///24-hr2Year Storm Rainfall=3./0" U Printed 8/5/2008 ( \ Summary for Suboatchment 1:Sooth � � | Runoff = 0.92dm@ 12.11ho. Vo|ume= 0.079aC DepN= 0.68' Runoff by3CGTR-2O method,UH=3CS.Time Spen=ODU-3G.00hm.dt=O.O1 hro Type III 24'hr2 Year Storm Roinfa||=31O" UArea(sf) CN Description � 11.759 98 Paved parking&roofs R | | 60.560 08 Weighted Average 48.801 Pervious Area | [� 11.759 Impervious Area Q ^� Tc Length Slope Velocity Capacity Description | | 5.2 oo 0,0250 v./o Sheet Flow, 8ross:8hurt n=0.150 P2=3.10" 1.0 160 0.0350 2.81 Shallow Concentrated Flow, � U ~� 62 210 Total Grassed Waterway Kv= 15.0 fps F� Summary for Subcatchment2: East U � ! Runoff = 0.14cfs@ 12.12hre, Volumo= 0.017af, Dopth= 0.40' � | | / Runoff bySCGTR-20 method, UH=SCG.Time Spon=O.00-3O.00hm.dt=O.O1hm Type III 24-hr2 Year Storm Roinfa|l=310' UArea(sf) CN Description 1,776 55 Woods,Good,HSGB \ | 21.735 61 Weighted Averagei — 21,735 Pervious Area U To Length Slope Velocity Capacity Description Fl Gr000�Gho� n=O15O P2=31U^ \ | � � � ^� O7 14V O�n55O 3.52 Shallow Concentrated Flow, [1 5.5 190 Total U � Summary for Subcatcbnmnt3: North | | Runoff = D�1O�� 12�32 hm. Vn|ume= 0�O2Saf. De��= O�31'' _ � Fq Runoff by SCS TK-20method.VH=GC8 Time 8pun=KOO-3Ol0hm.dt~O.O1 hs i | Type III 24-hr2 Year Storm Rainto||=310" U � 1OG Salem Street, Conditions Type 024-hr2 Year Storm Rainfall=310" UPrepared by Christiansen � \ ) Area(sf) CN Description � 164 98 Paved parking&roofs 28,511 55 VVnodo Good,HGG8 48.176 50 Weighted Average 49.012 Pervious Area 164 Impervious Area U Tc Length Slope Velocity Capacity Description � R N 7�6 50 O�O700 O�11 Sheet Flow, w Woods:Light underbrush n=0.400 P2=3.10" 1�O 110 O�14OO 1.87 ShoUnwQvnxen�a�dFlow, ~w 8.6 150 Total Woodland Kv=5.0 fps U R U � R U � R U � � U � � U � R U � R U = � U = R | | = ' U 166 Salem Street, Existing Conditions Type Iii 24-hr 10 Year Storm RainfaY=4.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADV 8.50 s/n 001057 0 2007 HydroCAD Software Solutions LLC Page 8 Time span=0.00-36.00 hrs,dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:South Runoff Area=60,560 sf 19.42%Impervious Runoff Depth=1.53" Flow Length=210' Tc=6.2 min CN=68 Runoff=2.37 cfs 0.178 of Subcatchment 2:East Runoff Area=21,735 sf 0.00%Impervious Runoff Depth=1.08" Flow Length=190' Tc=5.6 min CN=61 Runoff=0.56 cfs 0.045 of Subcatchment 3:North Runoff Area=49,176 sf 0.33%Impervious Runoff Depth=0.90" Flow Length=160' Tc=8.6 min CN=58 Runoff=0.88 cfs 0.085 of Total Runoff Area=3.018 ac Runoff Volume=0.308 of Average Runoff Depth=1.22" 90.93%Pervious=2.744 ac 9.07%Impervious=0.274 ac U [� 166Salem Street Conditions Type/V24'hr1O Year Storm Fainfa0=450" UPrepared by Christiansen U Summary for Guboatchment1: South Runoff = 2.37cb@ 12.10hro. Vo|umo= 0.178af. Depth= 1.53" � U Runoff bySCSTR'2O method,UH=SCS.Time 8pan=D.0O-38.DUhm.dt=D.81hrn Type III 24-hr1O Year Storm ReinfoU=4.5O" UArea(sf) CN Description � 11758 98 Paved parking&roofs R � | 60.560 60 Weighted Average 48.801 Pervious Area Fl 11.759 Impervious Area U ^� Tc Length Slope Velocity Capacity Description U 5�z au u�uunv v�m Sheet Flow, ^° Gnyss:Short n=0150 P2=310^ 1.0 160 U350 2.81 Shallow Concentrated Flow, R U ~� 02 210 Total Grassed Waterway Kv=15.0 fps Fl Summary for Subcatchmont 2: East U � Runoff = 0.56cfu@ 12.10hm, Vo|ume= 8.045af. Dep\h= 1.08" R | | Runoff bySCSTR-2n method, UH=SCS.Time Gpan=O.00-36.00hm.dk=O.n1hm Type III 24-hr1O Year Storm RuinhaU=4.50" � U ^� Area 1.776 55 Woods,Good, H8GB | \ 21.735 61 Weighted Average — 21.735 Pervious Area �l Tc Length Slope Velocity Capacity Description K� Grass: n=�15O P2=31O^ H � � � �7 14O �D�O ��52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Fl 5.6 190 Total D = Summary for Subcatchment3: North | \ Runoff = 0.88cfo@ 12.14hre. Vo|ume= 0.085of. Depth= 0.90^ Fl Runoff bySCSTR-2Dmethod,VH=GCG,Time Span=0.00-36.00 hrs,dt=0.01 hm U Type III 24-hr1O Year Storm Raiota||=4.50" 166 Salem Street, Existing Conditions Type I//24-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 @ 2007 HydroCAD Software Solutions LLC Page 10 Area(sf) CN Description 164 98 Paved parking&roofs 28,511 55 Woods,Good, HSG B 20,501 61 >75%Grass cover,Good,HSG B 49,176 58 Weighted Average 49,012 Pervious Area 164 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (c s) 7.6 50 0.0700 0.11 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 1.0 110 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv=5.0 fps 8.6 160 Total 166 Salem Street, Existing Conditions Type///24-hr 100 Year Storm Rainfafl=6.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 @ 2007 HydroCAD Software Solutions LLC Page 11 Time span=0.00-36.00 hrs,dt=0.01 hrs,3601 points Runoff by SCS TR-20 method, UH=SCS o Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:South Runoff Area=60,560 sf 19.42%Impervious Runoff Depth=3.01" Flow Length=21 0' Tc=6.2 min CN=68 Runoff=4.85 cfs 0.349 of Subcatchment 2:East Runoff Area=21,735 sf 0.00%Impervious Runoff Depth=2.35" Flow Length=190' Tc=5.6 min CN=61 Runoff=1.35 cfs 0.098 at Subcatchment 3:North Runoff Area=49,176 sf 0.33%Impervious Runoff Depth=2.08" Flow Length=160' Tc=8.6 min CN=58 Runoff=2.37 cfs 0.195 of Total Runoff Area=3.018 ac Runoff Volume=0.642 of Average Runoff Depth=2.55" 90.93%Pervious=2.744 ac 9.07%Impervious=0.274 ac ' R U w 166 Salem Street, Existing Conditions Type/11 24-hr/00 Year Storm Rainfall=6.50" Prepared by Christiansen&Sergi, Inc.R Printed 05/2008 � 7q Summary for Subuatohnment1:South � � Runoff = 4.85cfs@ 12.08h/u. Voluma= 0.349af. Depth= 3.01^ � U Runoff by8CSTR-2O method,UH=GC@.Time Span=O.O0-36.00hru.dt=0.Oihm Type III 24-hr1O0 Year Storm Rainfa||=6.50^ |1 � [] | 11J59 98 Paved parking&roofs � R U 60,56 88 Weighted Average — 48.801 Pervious Area 11'75S Impervious Area F7 Tc Length Slope Velocity Capacity Description � R U 5.2 ^" "="" ".'" SheetFlow, Grass:Short n=0.15O P2=3.10r 1.0 160 0.0350 2.81 Shallow Concentrated Flow, U 62 210 Total Grassed Waterway Kv= 15.0 fps Ff Summary for Subcutchnment2: East � Runoff = 1.35cfs@0 12.09hrs. Volume= 0,098at Depth= 2.35^ | | Runoff hySCGTR'2O method,UH=GC8.Time Span=0.O0-3G.OUhrs.dt=O.O1 hm Type III 24-hr10O Year Storm RaintaU=6.50^ UArea(sf) CN Description ^� 1.776 55 Woods,Good, HGG8 \ F� 21.755 61 Weighted Average = 21.735 Pervious Area / U To � Length Slope � F1 Grma:Ghurt n=0.150 P2=3.10" H 0 140 0.0550 3.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps � 5.6 1:0 mm| � Summary for Subcatchment 3: North � | | Runoff = 2.37cfs @ 1213hm. Voluma= 0.185aC Depth= 2.08 F7 Runoff bySC8TR-20 method, UH=8CG.Time 8pon=O.nO-3O.UOhrs.dt=O.n1hm � | | Type III 24-hr1OO Year Storm Rain*aU=6.50" ~� | U � 1GG Salem Streek Existing Conditions Type0/24�r700 Year G�nn Ra��0=�SQ" � - M Prepared Area(sf) CN Description � U � 164 98 Paved parking&roofs 28.511 55 Woods,Good,H8G8 L� 40.176 58 Weighted Average 49.012 Pervious Area y� 164 Impervious Area U Tc Length Slope Velocity Capacity Description � / \ 7�O 50 V�D70U D�11 Shoe Flow,Woods:Light underbrush n=0.400 P2=3.10" 1.0 110 0.1400 1.07 Shallow Concentrated Flow, � Woodland Kv=5.0 fps U ^� 8.6 160 Total Fq ' � R | \ _ U � R - | | � � U � | [� � | \ | ^° � Fl U ~° ! U -- � � U R U = Fl U � [l U = R4d ORo f 1 So th Ro f 4 Est R1 —DA LRR \ Roof Runoff Infiltration South Total Roof Runoff Infiltration Area 1 Area 4 T 2 oEast Total Q A otal� Q 3.6 R3 a— R3 North Roof Runoff Infiltration Roof 3 Area 3 R2 Roof 2 R Dp 3.5 a Roof Runoff In Itration Detention nfiltration Area Contributing to Area 2 BTsin Infiltration Basin 3.3 ---{� CB 3 --�AMH Area Contributing to Catch Basin#3 D B Catch Basin#4 Area Contributing to Catch Basin#3 Catch Basin#4 3,1 /CcG Q-- 3.2 oArea Contributing to Catch Basin#1 DMH A Catch Basin#2 Area Contributing to QCatch Basin#1 Catch Basin#2 CSuCat Reach on Ljnk Drainage Diagram for 166 Salem Street,Proposed Conditions Q ❑ Prepared by Christiansen&Sergi,Inc., Printed 8/5/2008 HydroCAD*8.50 s/n 001057©2007 HydroCAD Software Solutions LLC E � r 166 Salem Street, Proposed Conditions Type///24-hr 1 Year Storm Rainfall=2.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 0 2007 HydroCAD Software Solutions LLC Page 15 Time span=0.00-36.00 hrs,dt=0.01 hrs,3601 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:South Runoff Area=39,221 sf 20.56%Impervious Runoff Depth=0.42" Flow Length=120' Tc=4.6 min CN=69 Runoff=0.34 cfs 0.032 of Subcatchment 2:East Runoff Area=14,500 sf 0.00%Impervious Runoff Depth=0.20" Flow Length=195' Tc=6.4 min CN=61 Runoff=0.03 cfs 0.005 of Subcatchment 3.11:Area Contributing to Catch Runoff Area=7,745 sf 43.09%Impervious Runoff Depth=0.74" Flow Length=1 35' Tc=5.0 min CN=77 Runoff=O.15 cfs 0.011 at Subcatchment 3.2:Area Contributing to Catch Runoff Area=8,809 sf 31.00%Impervious Runoff Depth=0.53" Flow Length=1 90' Tc=5.1 min CN=72 Runoff=O.l 1 cfs 0.009 of o Subcatchment 3.3:Area Contributing to Catch Runoff Area=13,514 sf 33.66%Impervious Runoff Depth=0.57" FlowLength=155' Tc=3.1min CN=73 Runoff=0.20 cfs O.015af Subcatchment 3.4:Area Contributing to Catch Runoff Area=10,395sf 43.09%Impervious Runoff Depth=0.74" FlowLength=200' Tc=6.0min CN=77 Runoff=0.19 cfs O.015af Subcatchment 3.5:Area Contributing to Runoff Area=10,286sf 0.00%lmpervious Runoff Depth=0.20" FlowLength=65' Tc=2.5min CN=61 Runoff=0.02 cfs O.004af Subcatchment 3.6:North Runoff Area=19,605 sf 0.00%lmpervious Runoff Depth=0.13" FlowLength=150' Tc=7.5m!n CN=58 Runoff=0.02 cfs O.005af Subcatchment RI:Roof I Runoff Area=2,779 sf 100.00%Impervious Runoff Depth=2.27" Tc=l.O min CN=98 Runoff=0.18cfs 0.012af OSubcatchment 112:Roof 2 Runoff Area=648 sf 100.00%Impervious Runoff Depth=2.27" I Tc=1.0 min CN=98 Runoff=0.04 cfs 0.003 of Subcatchment R3:Roof 3 Runoff Area=1,984 sf 100.00%Impervious Runoff Depth=2.27" Tc=I,Oi-nin CN=98 Runoff=0.13 cfs O.009af Subcatchment R4:Roof 4 Runoff Area=1,984sf 100.00%Impervious Runoff Depth=2.27" Tc=l.Omin CN=98 Runoff=0.13 cfs O,009af Pond CB 1:Catch Basin#1 Peak Elev=216.66' Inflow=0.15cfs 0.011 at 12.0"x 11.0'Culvert Outflow=0.15cfs 0.011 of Pond CB 2:Catch Basin#2 Peak Elev=216.67' Inflow=O.l 1 cfs 0.009 at 12.0"x 21.0'Culvert Outflow=0.11 cfs 0.009 of Pond CB 3:Catch Basin 03 Peak Elev=217.92' Inflow=0.20 cfs 0.015 of 12.0"xll,O'Culvert Outflow=0.20cfs 0.015 at Pond CB 4:Catch Basin*4 Peak Elev=217.93' lnflow=0.19cfs 0.015 of 12.0"x24.0'Culvert Outflow=0.19cfs 0.015 of 166 Salem Street, Proposed Conditions Type///24-hr I Year Storm Rainfal1=2.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 0 2007 HydroCAD Software Solutions LLC Page 16 Pond DMH A:DMH A Peak Elev=216.62' lnflow=0.26 cfs 0.020 at 12.0"x 253.0'Culvert Outflow=0.26cfs 0.020 of Pond DMH 8:DMH B Peak Elev=215.69' Inflow=0.63 cfs 0.049 of 12.0"x 33.0'Culvert Outflow=0.63 cfs 0.049 of Pond DP:Detentionlinfiltration Basin Peak Elev=213.82' Storage=1 37 cf Inflow=0.64 cfs 0,053 of Discarded=0.35 cfs 0.053 of Primary=0.00 cfs 0,000 of Outflow=0.35 cfs 0.053 of Pond RRI:Roof Runoff Infiltration Area 1 Peak Elev=220.59' Storage=144cf lnflow=0.18cfs 0.012 of Discarded=0.02cfs 0.012 of Primary=0.00cfs 0.000 of Outflow=0.02cfs 0.012 of Pond RR2:Roof Runoff Infiltration Area 2 Peak Elev=222.48' Storage=15cf lnflow=0.04cfs 0.003 at Discarded=0.01 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow--0.01 cfs 0,003 of Pond RR3:Roof Runoff Infiltration Area 3 Peak Elev=215.08' Storage=82cf Inflow=0.13cfs 0.009 of Discarded=0.02 cfs 0.009 of Pdmary=0.00 cfs 0.000 of Outflow--0.02 cfs 0.009 of Pond RR4:Roof Runoff Infiltration Area 4 Peak Elev=215.08' Storage=82cf Inflow=0.13cfs 0.009 of Discarded=0.02 cfs 0.009 of Primary=0,00 cfs 0.000 of Outflow=0.02 cfs 0.009 of Pond T 1:South Total lnflow=0.34 cfs 0.032 of Phmary=0.34 cfs 0.032 of Pond T 2:East Total lnflow=0.03 cfs 0.005 of Primary=0.03 cfs 0.005 of Pond T 3:North Total Inflow=0.02 cfs 0.005 of Primary=0.02 cfs 0.005 of Total Runoff Area=3.018 ac Runoff Volume=0.127 of Average Runoff Depth=0.51" 76.76%Pervious=2.317 ac 23.24%Impervious=0.701 ac 166 Salem Street, Proposed Conditions Type///24-hr I Year Storm Rainfall=2.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 Q 2007 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 1: South * Runoff 0.34 cfs @ 12.09 hrs, Volume= 0,032 af, Depth= 0.42" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr I Year Storm Rainfall=2.50" Area(sf) CN Description 8,064 98 Paved parking&roofs 31,157 61 >75%Grass cover,Good,HSG B 39,221 69 Weighted Average 31,157 Pervious Area 8,064 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass:Short n=0.150 P2=3.10" U 70 0.0900 4.50 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 4.6 120 Total Summary for Subcatchment 2: East Runoff = 0.03 cfs @ 12.34 hrs, Volurne= 0.005 af, Depth= 0.20" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area(sf) CN Description 14,500 61 >75%Grass cover,Good,HSG 6 14,500 Pervious Area Tc Length . Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 50 0.0200 0.15 Sheet Flow, Grass:Short n=0.150 P2=3.10" 0.7 145 0.0600 3.67 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.4 195 Total Summary for Subcatchment 3.1:Area Contributing to Catch Basin#1 Runoff = 0.15 cfs @ 12.08hrs, Volume= 0.011 af, Depth= 0.74" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr I Year Storm Rainfall=2.50" 166 Salem Street, Proposed Conditions Type 1/1 24-hr 1 Year Storm Rainfall=2.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADV 8.50 s/n 001057 C 2007 HydroCAD Software Solutions LLC Paae 18 Area(sf) CN Description 3,337 98 Paved parking&roofs 4,408 61 >75%Grass cover,Good, HSG B 7,745 77 Weighted Average 4,408 Pervious Area 3,337 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0350 0.18 Sheet Flow, Grass:Short n=0.150 P2=3.10" 0.1 20 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.3 65 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.0 135 Total Summary for Subcatchment 3.2:Area Contributing to Catch Basin#2 Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0,009 af, Depth= 0.53" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt--0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area(sf) CN Description 2,731 98 Paved parking&roofs 6,078 61 >75%Grass cover,Good, HSG B 8,809 72 Weighted Average 6,078 Pervious Area 2,731 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass:Short n=0,150 P2=3.10" 0.4 55 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.1 190 Total Summary for Subcatchment 3.3:Area Contributing to Catch Basin#3 Runoff = 0.20 cfs @ 12.06 hrs, Volume= 0.015 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr I Year Storm Rainfall=2.50" 166 Salem Street, Proposed Conditions Type/11 24-hr I Year Storm Rainfall=2.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 C 2007 HydroCAD Software Solutions LLC Page 19 Area(sn CN Description 4,549 98 Paved parking&roofs 8,965 61 >75%Grass cover,Good,HSG B 13,514 73 Weighted Average 8,965 Pervious Area 4,549 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cf S) 2.3 50 0.2000 0.37 Sheet Flow, Grass:Short n=0,150 P2=3.10" 0.2 25 0,0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 0.6 80 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 3A 155 Total Summary for Subcatchment 3.4:Area Contributing to Catch Basin#4 Runoff = O.Igcfs@ 12.10hrs, Volume= 0.015 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area(sf) CN Description 4,479 98 Paved parking&roofs 5,916 61 >75%Grass cover,Good,HSG B 10,395 77 Weighted Average 5,916 Pervious Area 4,479 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cf s) 4.9 50 0.0300 0.17 Sheet Flow, Grass:Short n=0.150 P2=3.10" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 0.7 100 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 6.0 200 Total Summary for Subcatchment 3.5:Area Contributing to Infiltration Basin Runoff 0.02 cfs @ 12.28 hrs, Volume= 0.004 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr I Year Storm Rainfall=2.50" ..._................. 166 Salem Street, Proposed Conditions Type NI 24-hr 1 Year Storm Rainfall=2.50" Q Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADO 8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Page 20 Area(sf) CN Description a 10 >75/o 286 61 Grass cover,Good HSG B 10,286 Pervious Area oTc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Q 2.5 50 0.1600 0.33 Sheet Flow, Grass:Short n=0.150 P2=3.10" 0.0 15 0.1700 6A 8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.5 65 Total Summary for Subcatchment 3.6: North Runoff = 0.02 cfs @ 12.44 hrs, Volume= 0.005 af, Depth= 0.13" a Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" D Area(sf) CN Description 9,700 55 Woods,Good,HSG B 9,905 61 >75%Grass cover,Good HSG B 19,605 58 Weighted Average 19,605 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 50 0.1000 0.13 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10 Q 0.9 100 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv=5.0 fps 7.5 150 Total Summary for Subcatchment R1: Roof 1 QRunoff = 0.18 cfs @ 12.01 hrs, Volume= 0.012 af, Depth= 2.27" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area(sf) CN Description 2,779 98 Paved parking&roofs 2,779 Impervious Area Tc Length Slope Velocity Capacity Description Q (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, a 1GG Salem Street, Conditions Type 024-hr 1 Year Storm Rainfa0=250" FlPrepared by Christiansen&Sergi, Inc. Printed 8/5/2008 � | � Summary for SubcatchnlentR2: Roof 2 D Runoff = 0.04dfs @ 1201hrs. Vdume= 0,003m[ Depth= 227 [] Runoff byGCGTR-20 method,UH=SCS.Time Spwn=O,OV-3O.V8hm.dt=D.01hm Type III 24-hr1 Year Storm Roinfa||=2.50" Area(sf) CN Description F1 LJ � | � [q 848 Impervious Area / U_ /c Length Slope Velocity Capacity Description ' R 1.0 Direct Entry, = Summary for 3ubcatchmentR3: Roof 3 U ^� Runoff = 0.13cfs @ 12.01 hrs. Vo|ume= 0.008af. Deptb= 2.27r !j Runoff byGC8TR-20 method,UH=SCS.Time 8pon=O.00-38.OUhrs.dt=O.n1hrn �! Type III 24-hr1 Year Storm Rainfa|>=2.5O" Area(so CN Description � 1.384 Impervious Area R U Tc Length Slope Velocity Capacity Description = O 1.0 Direct Entry. ^� Summary for 8ubcatchmendR4; Roof 4 | | Runoff = 0.13cfs @ 12D1hm. Vo|ume= O.00Sof. Depth= 2.27" � Runoff by8CSTR'20 method, UH=GC8.Time Gpon=U.O0-30.0Ohra.dt=O.O1hm � Type III 24-hr1 Year Storm Rainfa||=2.50' Area(sf) CN Description 1,984 Impervious Area � U R Tc Length Slope Velocity Capacity Description 1.0 Direct Entry, U Fl � U �� \ 1663e|em Street, Proposed Conditions Type///24-hr/ Year StormRainfall=2.50" Fl Prepared- C Sergi, Printed 8��OO8 \ | �-'-- � [� Summary for Pond CB1: Catch Basin#1 � Inflow Area 0.178ac. 4DDgY6Impervious, Inflow Depth= 074" for 1 Year Storm event Inflow = 0.15 cfs @ 12.08hrs. Vdume= 0.011af | | Outflow = 0.15cfs@ 12,08hrs. Ndumo= 0.011aC Attun=0%. Lag=O.Umin — Primary = 015cfu@ 12.08ho. Vo|ume= 0.011af | \ Routing byDyn-Sxop|nd method,Time 8pan=O.00-3G.00hm.dt=O.U1hm/3 ^� Peak Bev=210.6O'@ 12.09hrs Flood E|ev=22O.38' Device Routing Invert Outlet Devices U � #1 Primary 210.36' 12.0" x11.W long Culvert RCP,oq.cut end projecting, Ke=O,5O0 R Outlet|nvert=21G.3U' G=O.0055'y Cc=O.900 n=O.013 U ^^ phnamOutF|ow Max=O.15dfs @12.ORhru HVV=216.06' TVV=218.62' (OynomiuTailwa\mr) [q f-1=Cu|vert (Outlet Controls V15cfs @1]2fps) Summary for Pond Q02:Catch Basin#3 [� { | Inflow Area 0.202ac, 31.00%Impervious, Inflow Depth= 0.53" for 1 Year Storm event ~~ Inflow = 0,11cfs @ 12.03hrs. Vn|ume= 0.009af Outflow = 0.11cfo@ 12.09hrn. Vo\umo= 0.0OSaf. Atten=O,&. Log=O.Vmin Fl Primary = O11do�� 12OShm' Yo|umo= O0O9of U � � � Routing hyDyn8mp|nd method,Time Gpan=V.00-J6.00hs.dt=O.O1hrs/3 Fl Peak Bev=21O.07'@12.08hrs U Flood Bov=22O.41' RDevice Routing Invert Outlet Devices | \ #1 Primary 2lO41' 12.V'' x21.0'long Cu|ve� RCP,uq�cut end pn�a� �i� Ke=O.5UU — Du8ot|nve�=210.3O' S=O.0052'/' Cc=U.S0O n=O.O13 � \ | primmmVutRmw Mux=O.11da@12.09hrs HVV=216.67' TVV=216.62' (DynamicToilwaier) f-1=cu|vert (Outlet Controls 011dfs;@1.V1fps) � Fl Summary for Pond CB 3: Catch Basin#3 Inflow Area U.325ac. 3O70%Impervious, Inflow Depth= 0.54" for 1 Year Storm event ! l |ni|mw = 020cfo @ 12.06hm. Vu/ume= 0,015af Outflow = 0.20 cfs @ 12.08hrs. Vo/ume= 0.015af. AMen=0Y6. Lag=O.0min � Primary = 020cfs @ 12.06hrs. Vn|uma= 0.015of . | | Routing by Time 8pon=O,OV-30.ODhm.dt=O.n1hrs/3 Device Routing Invert Outlet Devices � Fl Primary— 21 ' —' x 111.0'long Culvert RCP,sq.cut end projecting, '— `~~^ Outlet Invert=217�0' S=0.01827 Co=0.900 n=0.013 � U = � U � 1GG Salem Street, Conditions Type it/24-hrY Year Storm Rainfa0=260" [lU ''-red- Christiansen&Ge i Inc. Printed 8��O 8 wareonsage � / R | U cfs @ 12.06hrs HW=217,92' TW= 1�8' (DynamicTailwater) — �—I=Culvert (inlet Controls O2nds@1.58 fps) � U Summary for Pond CB4: Catch Basin#4 Inflow Area O23Soc. 43.O996 Impervious, Inflow Depth= 0.74" for 1 Year Storm event U Inflow = 019cfs @ 1210hrs. Vo|ume= 0.015af Outflow = 0.18cfs@ 12.10hrs. Voluma= 0.015aC Atten=0%. Leg=KOmin Primary = 0.19cfa@y 1210hro. Vo|ume= 0.015af U Routing p\nd method,Time Span=O.00-3GI0hrs.dt=n.O1hm/3 Peak E|av=217.93'@y12.1Ohrs [� Flood Bev=22170' Device Routin2 Invert Outlet Devices � Fl #1 Primary 217.70' 12.$" x24.0'long Culvert RCP.sq� end �� Ke=O.5VV U OuUot|nveU=217.50' 8=O.O083'/' Cc=O.8VO n=V.U1O � phnm,/OutF|ow Max=O.19 cfs @12.10hrn HVV=217.93' TVV=215.69' (DynomioTailwater) R t-1=Cu|wert (Barrel Controls O19g�4y2O8fps) U � � Summary for Pond DNHA: DMMA � U ^� Inflow Area 0.380oo. 36.6696 Impervious, Inflow Depth= 0.63' for 1 Year Storm event Inflow = 0.26cfs @ 12.09hra. Vo|ume= 0.020ef [q Outflow = 0.26cfo@ 12D8he. Vo|ume= O.O2Oaf. Aften=UY6. Lag=O.Omin | | Primary = 026dfs @ 12.09hrs. Vn\umo= 0.020af Routing hyDyn-Stop|nd method,Time Span=U.VU'DG.UOhra.d1=0.01hro/3 U Peak Bev=21O.O2'@12.O8hrs Flood E{*v=22OJ9' RDevice Routing Invert Outlet Devices #1 Primary 216.30' 12.0" x253.0'long Culvert RCP,aq.cutend projecting, Ko=O.5O0 Outlet|nvem=21529' G=O,VO4O'y Cc=V.SOO n=0D13 � U Primary OutHmw Max=0.26 cfs,@12.OShre HW=216.62' TVV=215,68' (DynamicTei|*m<er) t-1=[u|ven (Outlet Controls O.2ncfs@179fps) U Summary for Pond DNH B: IDNH B >� Inflow Area V.g44oc. 30.3O96 Impervious, Inflow Depth= 0.83" for 1 Year Storm event U Inflow = 0,83cfs @ 12.08hs. Volume= 0.049uf Outflow = 0.63cfs@ 12.08hro. Volume= 0.049af. AMen=n%. Log=O.Omin Primary = O83�� 12O8hs Vo|ume= OO4gaf Fl � � ' � = Routing by r-|nd method,Time 8pan=O.00-3O.0nhm.dt=0.01 hm/3 � Peak E|ev=215.OS'@ 12.08hro | Fl Flood Bev=222�2O' l | U = � U � 166 Salem Street, Proposed Conditions Type N24-hr 1 Year Storm Rainfall=250" FlU '-'-red - Ch oh Sergi, Inc. Printed 8/5/2008 � / Device | � Routing� � #1 Primary 215.29' 12.0" x��long Culvert RCP,sq.cut end projecting, Ke=O.50 Outlet|nvert=214.80' 8=0.01487 Co=0.900 n=0.013 U phnamOutRow Max=0.63 cfs,@12.O8ho HVV=215�9' TVV=213.78' (DynambTaikwoter) t-I=o*|vert (inlet Controls O.83ch@215fps) U Summary for Pond DP: Detention/infiltration Basin |n low Area= 1.180 3OG�96|mpomious Inflow O54" for 1 Year Storm event R � ' � ' � | { Inflow = 0.64cfs @ 12.08hs. Volume= 0,053af Outflow = 0.35cfa@ 12D8hro. Vn|ume= 0D53af. A#en=4G96. Lag=O.Vmin Discarded = 035cfs@ 12.08ho. VWume= 0.053af [� Primary = O.DDcfs @ UDOhrs. Vo|umo= 0.000ef U � Routing byOyn-SUor-|nd method,Time 8pan=O.OU-3R.OVhs.dt=V.O1hrs/3 Fl Peak Bev=213.O2'@122Uhro Gurf.Aeo=2.O72sf Storage-- 187cf | | - Plug-Flow detention time= calculated:outflow precedes inflow) Center-of-Maosde\.dme=14 min(O81,9-88U.6) Volume Invert Avail.Storage Storage Descri2tion #1 213.75' 6,774 cf Custom Stage Data(Prismatic)Listed below(Recalc) U � Fq Elevation Surf.Aea |no.BWe Cum.Stom [l 21375 2.040 O U ( | 214.00 2.160 525 525 21475 2.520 1.755 2.280 21��0 4�7O 4494 G � Fl � ' ' '774 Device Routing Invert Outlet Devices i � � / D #1 Discarded 213.75' 0.35 cfs Exfihebon when above invert U #2 Primary 215.00' 9o.0 deg x�0'long x0.5V rise Sharp-Crested Vee/TrapWeir C=2.50 � Discarded utHmw Mox=0]5ofs@12.08hm HVV=21377' (Free Discharge) | [l t--I="i|tmti*n (ExUhnation Controls 03Sdt) ' | \ Primary OutFlow ux=0.00 efs @ O.UUhm HYV=213.75' TVV=0�0' (}ynomicTaikwuter) R -2=*harp-CreateuVee/TrapWeir (Controls V.00cfs) U = Summary for Pond RR1: Roof Runoff Infiltration Area 1 � U Inflow Area O.064ac.1OO.VO%Impervious, Inflow Depth= 227" for 1 Year Storm event Inflow = 0.18ofo@ 12.01hro. Vo|ume= 0.012aY 7l Outflow = 0.02 cfs @ 1229hs. Vulume= 0.012of. Atten=8TY6. Lag= 10Jmin | | Discarded = 0.02cfo@ 1229hrs. Volume= 0.012af ^~ Primary = 0.00cfs;@ O.00ho. Vo|ume= 0.000af Fl Routing byDyn-Exop|ndmethod Time �=OO1 h�/3 U ' � � ' � � U ^� � Yl � 166 Salem Street, Proposed Conditions Type N24-hrI Year Storm Rainfa0=2.50" RPrepared by Christiansen � [� Peak Bev=22O.59'@ 12.48hm SuriArea=136sf 0omge= 144d l U | � P|ug'Rmwdetenhon hme=(not calculated:ouff low precedes inflow) Centerof-Massdendme=33Smin(7B12-7573) [� � � � � Volume Invert Avail.Storage Storage Description � #1 218.00' 86o( Crushed Stone Around Chambers(Phsmati')Listed below(Reoak) U 381d Overall-87uf Embedded=213cf x4V.O'&Voids [� #2 219.30' 87cf 33.6'Wx30.0'Hx6.331Cukee R480 x4 Inside#1 � | R 170cf Total Available Storage U Elevation Gur[Aea |ncSmre Cum.Stone l | 218.80 136 O O 221.01 136 301 301 Device Routinq Invert Outlet Devices #1 Discarded 218.80' 7.500 in/hr Miltration over Surface area U � #2 Primary 225.07 4.0" x 2.0'long Culvert CPPsquare edge headwall, Ke=O.5U0 | | Outlet|nvan=224.gO' S=nD5DO'/' Cc=0.SOU n=U.O1O PVC.smooth interior RDiscarded OutFlow Max=O.0 ~ 12.29hm HYV=220.48' (Free Discharge) U "t-1=Exf|Utradon (ExfiKnation Controls n.02cfs) |� Primary OutFlow Max=O.00cfs @O.VOhm HVV=218,80' TVV=0.00' (DynumioTaikwater) � | t-2=Cu|vert (Controls V.O0cfa) | R Summary for PondRR2: Roof Runoff Infiltration Area 2 ! \ | |nf low Area O.O15ac.1OO.00%Impervious, Inflow Depth= 2.27^ for 1Year Storm event Inflow = OO4�� i2n1hrs. Vo|ume= OUUSaf � � � / | | Outflow = 0.01cfs @ 11.98hrs. Vo|ume= 0,003aC A8en=O9%. Lag=O.Omin � ^^ Discarded = 0.01cfu@ 11.98hm. Vu|ume= 0.003af � Primary = O.UOn(s@ O.00hro. Vo|ume= O.00Oof � U Routing byDynGtor-|nd method,Time Spon=O.00-36.00hrs.dt=081hm/3 | Peak Bev=22248'@1225hm Surf.Ama=7gsf @tomge= 15o[ Fl i \ Plug-Flow detention 8me= outflow precedes inflow) CenVapnf-Measde/.hme=42 min(7O1.5-7573) Volume Invert Avail.Storage Storage Description M #1 222.00' 50cf Crushed Stone Around Chambers(Pri� 16Dd Overall-44cf Embedded= 124cf x4VnY6Voids U Fl #2 2225O' 44cf 3��x288^Mx�33'��ui��48V x2 Inside#1 � ` ' ' " _ 94 cf Total Available Fl Storage � � U = | R N � 166 Salem Street, Conditions Type 024-hn1 Year Storm Rainfa8=250" |iPrepared by Christiansen&Sergi, Inc. Printed 8/5/2008 � [q Elevation 8urf.Areo |no.Gtue Cum.Gtona / = 222.00 76 O 0 R 224.21 76 168 168Device Routing Invert Outlet Devices � #1 Discarded 222(� ��E��n��Gm�e�� [7 � U #2 Primary 22610' 4.0" x2� Ke=O.500 ~� Outlet|nvert=22G�0' S=O.V5OV7 Cc=0.9OO | n=O.O1O PVC,smooth interior | R | | Discarded 0utR .98hm HVV=22213' (Free Discharge) | z-I=Exfiltratimn (Exfiltra0nn Controls O.01cfo R i | Primary 0utFl 0.00ds @V.00hrs HVV=222.00' TVV=217�0' (DynamicTaikwoter) c_2=Cu|vert (Controls V.O0cfs) R U Summary for Pond RR3: Roof Runoff Infiltration Area 3 Inflow Area OO4Oac1OOOO9�|mpemioua Inflow 227'' for 1 Year Storm event R � ' � ' � i | Inflow = 0.13dfs @ 12.01hn. Vo|ume= 0.009af ~� Uu#|mw = 0.02cfs @ 11.82h,a. Vu|ume= 0.V08af. A8en=O2Y6. Lag=O.Omin Dieuon1ed = 0.02cfs @ 11.82ho. Vn|ume= 0.009af R Primary = OVOcfn�� DOO 'hra V�ume= O000a/ | | � � � Routing by d method,Time 8pon=0.0O-3G.OVhs.dt=n.V1 hrs/3 Fl Peak E|ev=215.O8'gg 12.41 hrn Surf.Anaa= 136a[ 8tonoge=82cf U ^� Plug-Flow detention hme=(not calculated:outflow precedes inflow) Fq Centapof-MossdeLtime= 1O.O min(77J.g-757.3) Volume Invert Avail.Storage Storage Description � #1 Fq 214.00' 85cf Crushed Stone Around Chambers(Phmmoho}Listed below(Reoa|4 3O1 �OvamU 87�Embedded=21�cf x4UU�6Voido | | - � ^^ #2 214�� O7� �l6^Wx2V.0^Hx6.3V1 CukeoR40V x4 Inside#1 |1 173of Total Available Storage � Elevation Gun[Ama |nc.8Wna Cum.Store l | 214.00 136 O 0 216.21 136 301 301 #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface areaDevice Routing Invert Outlet Devices � #2 Primary 218.10' 4.0" x�0'hn9Culvert CPP. aquane edge headwall, Ke=O.5OO | | Outlet|nvert=218.O0' G=O,O5OOT Cc=O.9On u n=O.U1O PVC,smooth interior � U � \ | ' 16G Salem Street, Proposed Conditions Type 024-hrI Year Storm fainfa0=250" � F7Prepared by Christiansen&Sergi, Inc. Printed 8/5/2 8 � R � | Discarded VutF|mw Max=0.02do@ 11.82hm HVY=214.12' (Free Discharge) r-1=Exfi|tmtiun (Exfi\tnahnn Controls U.U2cfx) U Primary OutFlmw Mex=V.VVcfs��V��0hrs HVV=214�0Y TVV=O�07 (DynumioTaikwa�n � 1-2=cu|*e� (Contm|n0.O0�s)- (Dynamic |l Summary for Pond RR4: Roof Runoff Infiltration Area 4 |nf low Area= OD4Gau.1OU.0096Impervious, Inflow Depth= 227" for 1 Year Storm event [q Inflow = O1��a 12Oih/s Vo|ume= �0Ogaf | | � � ' � uu Om0m* = 0.02ds @ 11.82hrs. Volume= D.00Sef. Atten=82Y6. Lag=O.nmin Discarded = 0.02cfs;@ 11.82hrs. Vo|wme= 0.009af [l Primary = O.Oncfs @ O.00hru. Vo|ume= 0.000af U ~� Routing hyDyn-S8or-|nd method,Time Gpan=U.nV'36.0Vhro.dt=U.01ho/% Fl Peak Bev=215.08'@ 12.41 hro Gurf.Area= 136sf Sturage=D2cf ( | � Plug-Flow detention 8me=(not calculated:outflow precedesinflow) Can+er-of-MoasdeL,ime= 16.O min(77%.S'757.3) Volume Invert Avail.Storage Storage Description #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) U ) | Voids #2 214.50' 87d 33.6^Wx20.0~Hx \331 Cultec .1� , Inside ' 173 cf Total Available Storage Elevation Gurf.Areo |ncGtom Cum.Store � | } 214.00 136 0 O — 21821 136 301 301 #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area (1Device Routing Invert Outlet Devices #2 Primary 218.10' 4.0' x�0'longCulvert OPP square edge headwall, Ke=0.500 |l Outlet|nvert=21O.07 G=O.05O07 Cc=O.S00 n=O.V1U PVC, smooth interior Fl hrs HVV=21412' (Free Discharge) \ [� —I=Emiumton (ExfiKration Controls O.V2cfs) | [] Primary OuNFmw Max=O.00cfs @ 0.00hra HYV=214.07 TVV=0.00' (DynamicToiKwoter) } \ c-2=Co|vvrt (Controls n.00cfa) = � U � U � � U / ^° U � iG6 Salem Street, Proposed Conditions Type 024-hr I Year Storm Roinfa0=250" UPrepared by Christiansen � R Summary for Pond T1: South Total U � Inflow Area O.904ac. 25.8296 Impervious, Inflow Depth= 0.59" for 1 Year Storm event [l Inflow = 0.34ub@ 12.09hrs. Vo|ume= 0.032af | | Primary = 0.34cfo@ 12.09hm. Vo\ume= 0D82af. AMan=OY6. Lag=O.Omin RoudngbyDyn-Sto�{ndmethodTimo�pan=OOO-3OOUhmd�=OO1hs/3 F1 ' � � ' � ~� Summary for Pond TZ: East Total ) | Inflow Area 0.378au. 12.O496Impervious, Inflow Depth= 0.17" for 1 Year Storm event � Inflow = 0.03 cfs@ 12.34hrs. Vo|ume= 0.005af Primary = 0.03 cfs @ 12.34hm. Vo|ume= 0.005ef. Atten=O96. Lug=O.Omin � U Routing hyDyn-8*op|nd method,Time 8pon=O.O0-38.0Ohm.dt=O.O1 hru/3 R � Summary for Pond T 3: North Total U � Inflow Area 1,S7Oao. 242S96 Impervious, Inflow Depth= 0.04" for 1 Year Storm event [� Inflow = 0.02cfs @ 12.44hra. Vo|uma= 0.005of | | Primary = 0.02ds@ 1244hs. Vo!ume= 0.005af. A#en=O96. Log=0.Vmin [� Routing byDyn'8top|nd method,Time Gpan=V.00-3U.0Ohm.dt=D.V1hrs/3 U � R / | R U � R U � U � U = � U = R N = � U = � 166 Salem Street, Proposed Conditions Type///24-hr 2 Year Storm Rainfafl=3.10" Prepared by Christiansen&Sergi, inc. Printed 8/5/2008 H droCADO 8.50 s/n 001057 OF2007 H�/dr�CAD Software SolLitions LLC Page 29 Time span=0.0()-36.G0hrs,dt=0.01 hrs,3601 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Star-Ind rnethod - Pond routing by Dyn-Stor-Ind method Subcatchment 1:South Runoff Area=39,221 sf 20.56%Impervious Runoff Depth=0.72" Flow Lerigth=120' Tc=4.6 min CN=69 Runoff=0.70 cfs 0.054 at Subcatchment 2:East Runoff Area=14,500 sf 0.00%Impervious Runoff Depth=0.40" Flow Length=1 95' Tc=6.4 min CN=61 Runoff=0.09 cfs 0.011 of Subcatchment 3.1:Area Contributing to Catch Runoff Area=7,745sf 43.09%Impervious Runoff Depth=1.14" FlowLength=135' Tc=5.0min CN=77 Runoff=0.24 cfs O.017af Subcatchment 3.2:Area Contributing to Catch Runoff Area=8,809sf 31.00%impervious Runoff Depth=0.87" Flow Length=190' Tc=5.1min CN=72 Runoff=0.19 cfs O.015af Subcatchnient3.3:Area Contributing to Catch Runoff Area=13,514sf 33,66%Impervious Runoff Depth=0.92" FlowLength=155' Tc=3.1min CN=73 Runoff=0.35 cfs G.024af Subcatchment 3.4:Area Contributing to Catch Runoff Area=10,395 sf 43.09%Impervious Runoff Depth=1.14" FlowLength=200' Tc=6.0rnin GN=77 Runoff=0.31 cfs O.023af Subcatchment 3.5:Area Contributing to Runoff Area=10,286 sf 0.00%Impervious Runoff Depth=0.40" Flow Length=65 -1 c=2,5 min CN=61 Runoff=0.08 cfs 0.008 at Subcatchrrient 3.6:North Runoff Area=19,605 sf 0.00%Impervious Runoff Depth=0.31" Flow Length=1 50' Tc=7,5 min CN=58 Runoff=0.07 cfs 0,012 at Subcatchment RI:Roof I Runoff Area=2,779 sf 100.00%Impervious Runoff Depth=2.87" Tc--1.0 min CN=98 Runoff=0.23 cfs 0.015 of oSubcatchment 112:Roof 2 Runoff Area=648 sf 100.00%Impervious Runoff Depth=2.87" Tc=1.0 min CN=98 Runoff=0.05 cfs 0.004 at Subcatch". nt R3:Roof 3 Runoff Area=1,984 sf 100.00%Impervious Runoff Depth=2,87" Tc=1.0 min CN=98 Runoff=0.16 cfs 0.011 of Subtatchrrient R4:Roof 4 Runoff Area=1,984 sf 100.00%Impervious Runoff Depth=2.87 Tc=I.Omin CN=98 Runoff=0.16cfs 0.011 of Pond CB 1:Catch Basin#1 Peak Elev=216.77' Inflow=0.24 cfs 0,017 of 12.0"x11.O'Culvert Outflow--0,24GfS 0,017 of Pond CB 2:Catch Basin#2 Peak Elev=216,77' Inflow--0.19cfs HIS of 12.0"x2l.O'Culvert OUtfr0V4=0.19CfS 0.015 of Pond CB 3:Catch Basin 03 Peak Elev=217.99' Inflow=0.35 cfs 0,024 of 12.0"xll.O'Culvert Outflow=0.35cfs 0.024 of Pond CB 4:Catch Basin#4 Peak Elev=218.00' Inflow=0.31 cfs 0.023 of 12.0"x 24.0'CuIvert OLHIQW=0.31 cfs 0.023 of 166 Salem Street, Proposed Conditions Type/11 24-hr 2 Year Storm Rainfall=3.10" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 - Page 30 Pond DMH A:DMH A Peak Elev=216.72' Inflow=0.43 cfs 0.032 of 12.0"x253.0'Culvert OtAflow=0.43cJs 0.032 of Pond DWIH B:DMH B Peak Elev=215.32' Inflow=1.06 cfs 0.078 of 12.0"03.0'Culveil Outflow=1.06cfs 0.078 of Pond DIP:Detention/infiltration Basin Peak Elev=214.03' Storage=596cf Inflow=1.14cfs 0.086 of Discarded=0.35 cfs 0.086 of Pdmary=0.00 cfs 0.000 of Outflow=0.35 cfs 0.086 of Pond RRII:Roof Runoff Infiltration Area 1 Peak Elev=225.21' Storage=173cf Inflow=0.23cfs 0.015 of IDiscarded=0.02 cfs 0,015 of Primary--0.09 cfs 0.001 of Outflow-4.12 cfs 0.015 of Pond RR2:Roof Runoff Infiltration Area 2 Peak Elev=222.68' 8torage=24 cf Inflow=0.05 cfs 0.004 of Discarded=0.01 cfs 0.004 of Primary-4.00 cfs 0.000 of Outflow=0.01 cfs 0.004 of Pond RR3:Roof Runoff Infiltration Area 3 Peak Elev=215.50' Storage=120cf 1nflow=0.16cfs 0.011 of r Discarded=0.02 cfs 0,011 of Primary=0.00 cfs 0.000 of Outflow=0,02 cfs 0.011 of Pond RR4:Roof Runoff Infiltration Area 4 Peak Elev=215,50' Storage=120cf Inflow4.16cfs 0.011 of Discarded=0.02 cfs 0.011 of Primary=0.00 cfs 0.000 of Outflaw-0.02 cfs 0.011 of Pond T 1:South Total Inflow=070 cfs 0A55 of Primary=0.70 cfs 0.055 of Pond T 2:East Total Inflow=0.09 cfs 0.011 of Primary=0.09 cfs 0.011 of Pond T 3:North Total Inflow=0.07 cfs 0.012 of Primary=0.07 cfs 0Al2 of Total Runoff Area=3.018ac Runoff Volume=0.204af Average Runoff Depth=0.81" 76.76%Pervious=2.317 ac 23.241/6 Impervious=0.701 ac 10G Salem Street, Conditions Type 024-hr2 Year Storm Rainfa0=310" � 0 ! � | R �� t South � \ | ----' -- �---- = Runoff = 070cfs@ 12I0hs, Yulume= 0.054at Depth= 072 LJ Runoff byGCSTR-2O method, UH=8CE\Time 3pon=O.0O-3G.UUhro.dt=0.Q1ho Type III 24-hr2 Year Storm Rainfa|\=310^ UArea(si) CN Description 8064 SO Paved parkingQroofs | | 38.221 63 Weighted Average ~~ 31.157 Pervious Area 8.0e4 Impervious Area � U ~� Tc Length Slope Velocity Capacity Description [�| 43 50 D�O4O0 O� ��18 Sheet| 8naao:Ghort n=0150 P2=3.10^ 0.3 70 0.0900 4.50 Shallow Concentrated Flow, R | | 4.6 120 Total Grassed Waterway Kv=15.0 fps pl Summary for Suboatchment 2: East � Runoff = 0D8dfs @ 12.13h/a. Vo|ume= O.O11 at, Dap«h= O.40' Fl | | Runoff byGCGTR-2O method,UH=GCG.Time Span=O.00-3O.O0ho.dt=U.D1hrs ^� Type III 24-hr2 Year Storm Roinfa\i=31D' N � Fl 14.500 Pervious—Area � To Length Slope Velocity Capacity Description [� 5.7 50 0.0200 015 Sheet Ruv, &� Gmus:Short n=0.150 P2=3]0^ 07 145 0.0800 3.87 Shallow Concentrated Flow, ~� 6.4 195 Total Grassed Waterway Kv=15.0.fps �l Summary forSubcatchrnent 3.1:Area Contributing to Catch Basin#1 � \ Ru noff un = 0 24dfs@ 12.08hre. Vo|ume= 0.817af, Depth= 1 14" Fl | \ Runoff UySC8TR-28 method, UH=OCS.Time Gpan=D�O�O�OOh�`�=�U1 �a — Type U|24hr2 Year�onm RaimaH=31O^ � 186 Salem Street, Pmo�� dNmms ��2��S�n ��f� RChristiansen' Printed 8��D ) | Prepared � | | \ � ~� 3337 98 Paved parking&mnfs |l 7.745 77 Weighted Average LJ 4.408 Pervious Area 3.337 Impervious Area R \ | Tc Length Slope Velocity Capacity Description 4.6 50 0.0350 0.18 Sheet Flow, \ | Grase:Ghort n=0150 P2=3.10^ � 0.1 20 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv=15.Ofps Fl 03 �5 003V� 352 SheUmxConnentm�dHow. Paved Kv=20.3 fps | | � � � 5.0 135 Total � U Summery forSuboatchment 3.2:Area Contributing tu Catch Basin#% |1 Runoff = 0.19cfs @ 12.03hs. Vo|ume= 0.015at Depth= 0.87" Runoff uysCGTR'2O method,Ux=OoS,Time 8pon=O.00-3O.8Ohrs.dt=D.O1 hrs Type III 24-hr2 Year Storm Rainfa||=8.1O" Area(sf) CN Description 2731 38 Pavedparking& o� � . = 8.809 72 Weighted Average 8.078 Pervious Area | | 2.731 Impervious Area � To Length Slope Velocity Capacity U 4.3 50 0.0400 0.18 Sheet Flow, Grass:Short n=0.150 P2=3.10" | Fl UA 55 0.0380 2.60 Shallow Concentrated Flow, \ ) Grassed Waterway Kv= 15.Ofps / 0.4 85 0.0300 352 Shallow Concentrated Flow, � | | 5.1 iSO Total Paved Kv=20.3 fps Fl Summary for Subcatchmerdl3:Area Contributing toCatch Bamio#3 = Runoff = 0.35cfs @ 12.05brs. Vo|ume= 0.024af. Depth= 0.92^ i | Runoff bySCSTR-2O method,UH=GC8.Time Gpan=O.0l3O.00hrs.dt=O.O1 hrs ~� Type III 24-hr2 Year Storm Rainfa||~31O" U = Fl � = | | � � \ � 168 Salem Street, Conditions Type/024-hr2 Year Storm Rainfa8=3/0" � Printed 8/512008 � rl � 1 4549 98 Paved parking&mofs | 13,514 73 Weighted Average 8,965 Pervious Area ^~ 4.548 Impervious Area [l Tc Length Slope Velocity Capacity Description 2�3 50 UOOU 0.37 Sheet Flow. |1 Grass:Short n=O 15U P2=3 1O'' [� O2 25 0.0200 21Shallow 2 - Concentrated-- Huw' | G/assedVVotenway Kv= 15.Ofps Fq 0.6 80 8.0120 222 Shallow Concentrated Flow, UPaved Kv=20.3 fps ~� 31 155 Tme| Fq \ \ Summary for Subcatchnmont3.4:Area Contributing toCatch Baain#4 [� Runoff = 0.31 cfs @ 12.09hrs. Vulume= 0.023of, Depth= 1.14^ Runoff bySCSTR'2O method,UH=GCG.Time 3pon=0.0O'3O.0Ohrs.dt=U.O1 hs Type III 24-hr2 Year Storm Rm}ntaU=510" Area(sf) CN Description � 4.479 98 Paved parking&roofs R U 10.395 // Weighted Average 5.916 Pervious Area [� 4.479 Impervious Area = Tc Length Slope Velocity Capacity Description | \ 4.8 50 0.0300 0.17 Sheet Flow, Grans:Short n=O.15O P2=3.10" O4 5O O82UO 212 ShaUowConmentmoedHov� Fl � � � \ | Grassed Waterway Kv=15.Ofps ^^ 07 100 0.0128 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps | | "" ^"" Total = Summary for Subcatchmneot3.5:Area Contributing to Infiltration Basin � U ^~ Runoff = 0.08cfs @ 12.07hrs. Vo|ome= 0.008aY. Depth= 040" [� Runoff byGCSTR-2O method,UH=GCS.Time Span=O.00'3O.O0hrs.dt=U.O1 hro U ~� Type III 24-hr2 Year Storm RainfaU=310^ | l \ | � \ \ ~� | � | � 1GG Salem Street, Proposed Conditions Type/024'hr2 Year Storm Rainfa0=310^ � Prepared by Christiansen =, . Area(sf) CN Description � 10,206 Pervious Area UTc Length Slope Velocity Capacity 2.5 50 0.1600 0.33 Sheet Fknw, ( \ Graso:Ghort n=0]50 P2=310' 0.0 15 0]700 618 Shallow Concentrated Flow, Grassed Waterway Kv=15,0 fps \ | 2^ "~ Total � Summary for Suboatchment3.8: North | { Runoff = 0,07dfs @ 12.29hrs. Volume= 0.012af. Dopth= 0.31^ Fq Runoff by SCGTR'2O method,UH=GC8.Time 8pan=0.Ou3O.UOhr».dt=O.O1hrs | | Type III 24-hr2 Year Storm RainfaU=310" � Area(s� CN Description U 9.700 55 Woods,Good,HSGB Fl 19.605 58 Weighted Average } ) 19,605 Pervious Area Tc Length Slope Velocity Capacity Description 6.6 50 0.1000 0]3 Sheet Flow, Woods:Light underbrush n=0.400 P2=310^ Fq 8� �9 1OO ¢14UU 1�8? Shallow Concentrated Fl ow, Woodland Kv=5.0 fps | | 7.5 150 Total U Summary for 8uboatchmentRI: Roof |1 Runoff = 023 cfs @ 12.01hrn. Vo!ume= 0D15uC Depth= 2.87^ � | Runoff bySCGTR-2O method,UH=SCG.Time Gpan=O.00-3G.0Ohrs.dt=O.O1 hru Fl Type III 24-hr2 Year Storm Rainfo||=3.10^ Area(s� CN Description � | | 2.778 Impervious Area To Length Slope Velocity Capacity Description U = 1.0 Direct Entry, U � � U � 1G6 Salem Street Proposed Conditions Type 0/24-hr2 Year Storm Rainfa8=3/0" UPrepared by C Printed05/2O08 � � ! R Summary for Subc4tchmentR2: Roof 2 U Runoff = 0.05cfs @ 12.01hrs. Volume= 0.004oC Depth= 2.87" U Runoff byGC8TR'3O method,UH=SCS.Time Gpan=O.00-3S.0Oho.dt=0D1ho Type III 24-hr2 Year Storm RoinfaU=3]0" Area(sf) CN Description 640 Impervious Area / Fl ~ U ^� Tc Length Slope Velocity Capacity Description � [l 1.0 Direct Entry, ~� Summary for SubcatchmnentR3: Roof Fl v� Runoff = 016cfs@0 12.01 hrs. Volume= 0,011 at Depth= 2.87" R Runoff byGCGTR-20 method,UH=GCS.Time Gpan=O.0O-30.O0hm.dt=0.O1hrs Lj Type III 24-hr2 Year Storm Rainfm||=310" U ^^ 1.884 Impervious Area R U Tc Length Slope Velocity Capacity Description = 1.0 Direct Entry, "^ Summary for SubcatchnmntR4: Roof 4 R U Runoff = 0.16 cfa @ 12.01hrs. Vn|ume= 0.011of, De[th= 2.87" � Runoff UySCSTR-2O method,UH=GCS.Time Spon=0.O0-3O.O0hro.dt=n.O1hrs y� Type III 24-hr2 Year Storm Roinfa||=3]0' Area(sf) CN Description | � ^� ..984 Impervious Area R To Length Slope Velocity Capacity Description 1.0 Direct Entry, = R N � R R U = | � � U � 16G Salem Street, Proposed Conditions Type 024-hr2 Year Storm Fainfa0=310" [l Prepared by Christiansen | | R Summary for Pond CB 1:Catch Basin#1 � Inflow Area 0,178oc, 43.09%Impervious, Inflow Depth= 1.14^ for 2 Year Storm event Inflow = 0.24cfs@ 12.08hrs. Vm|ume= 0.017af U Outflow = 0.24ofs@ 12.00hm. Vo|ume= 0.017af. Atten=O96. Lag=O.Dmin Primary = 024ds @ 12.08Ars. Vo|ume= 0.017af R U Routing byDyn-Gtur-}od method,Time Span=O.8O-38.00hm.dt=O.O1hro/3 Peak Bev=21O77'@}12.D8hrs Flood Bev=22O.JG' � U Device Routinq Invert Outlet Devices \ #1 Primary 216.36' 12.0^ x11.0'long Culvert RCP.sq�o�end pn4��ng. Ke=O.5OO | Fl 0u8et!nve�=21O.3D' G=0.0055'/' Cc~0.800 n=0.013 U PhnarynudFlmw Max=024dfs@12.08hrs HVV=216.77' TVV=210.72 (DynemioTaikwater) R z-1=Cu|vert (Outlet Controls 824cfa@ 1 18hpo) � Summary for Pond CB 2:Catch Baain#2 R l | Inflow Area= 0202 ac. 31.00%Impervious, Inflow Depth= 0.87r for 2 Year 0nnm event — Inflow = 0.18da@ 12.09hrs. Volumo= 0.015af Outflow = O 18ofu0� 12Oghrs Vn|uma= nO15o� A8on=896 Lag=OO min Fl � ' � ' � | | Primary O�1Sob�� 12.09hm. Vdume= 0.015af Routing byOyn-0op|nd method,Time Gpon=O.n0-8§.00hrs.dt=O.O1hru/3 Fl Peak Bev=21OJ7'@12.0Vhro | | Flood Bev=22041' � Device Routing Invert Outlet Devices | \ #1 Phmory 210.41' 120' x21.0'|ong Culvert RCP,oq.cut end projecting, Ke=O,5O0 Outlet|nved=218.30' G=O.DO52Y Cc=O.BOO n=O.D13 � \ | primawVmF|mw Max=0.19 ofs@ 12,08 hrs MVV=21677' TW=216.72' <DynomicTailwater> = 1-1=Cu{vert (Outlet Controls V1Sds@112fps) � U Summary for Pond CB 3: Catch Basin#3 | y � Inflow Area= 0.325 an. 36J0%Impervious, Inflow Depth= 0.88^ for 2 Year Storm event i \ Inflow = 035mfs8y 12.05hm. Vohme= M24af / U Outflow = 0.35ofa@ 12.05hrs. Vu(ume= O.U24of. Axen=OY6. Lag=O.8min Primary = 0.35ufs@ 12.05hrs. Vo|ume= 0.024uf Fl L� Routing p|nd method,Time Span=D.00-36.00hm.dt=0.O1 hrs/3 Peak E|mv=217.89'@12.O5hm � Flood Bev=221 70' � Fl Device Routing Invert Outlet Devices | LJ Fl ^' Primary ^''^~ '^~ ^ '''^ long~~~~^ ',~'."y.^"`end p m+ ^=-«.ouu � | \ outlo Invert=217.5O 8=0.01827 Cu=0.900 n=0.013 \ ~~ Q | = | / � U � 166 Salem Street, Proposed Conditions Type It/24+h 2 Year Storm Roinfa0=310" R ! | Prepared � ) U @ 12.05hm HW= 1�9' TW= 15.0' (DynamicTailwater) ) — c1=Culvert (Barrel Controls U.34 cfs @2.74 fps) USummary for Pond CB4:Catch Basin#4 Inflow Area 0239ac, 43.09%Impervious, Inflow Dapth= 1.14^ for 2 Year Storm event U \n8mx = 031 cb@ 12.08hm. Volume= 0.023af Outflow = 0,31 ds@ 12.09ho. Vo|ume= 8.023af. Anen=0Y6. Lag=O.Omin Primary = 031cfo@ 12.09hrs. Vn|umn= 0.023af Fl / | \ � *a method,Time Span=O.0O-3O.0Vhm.dt--UD1hs/8 Device Routing Invert Outlet Devices � R #' Primary ^''^" 12.0 ~~^^ long Culvert RCP,"y^"^end projecting, '=—"^~~ U Outlet|nveh=21�50' S=O.0UO3Y Cc=O.SOO n=O.013 Primary OutFlow Mox=0.31cfs;@012.09hrs HVV=218.00' TVV=215.82' (DynamicTaikwoter) |l c-1=Cu|vert (Barrel Controls O.51cfs.@234fps) � Summary for Pond DNHA: DMHA R U ^� Inflow Area 0.380ao. 3G.OG96Impervious, Inflow Depth= 1.00" for 2 Year Storm event Inflow = 0.43cfs0D 12.08hrs. Vo|ume= 0.032 uf Fq Outflow = 0.43cfo@ 12.08ho. Vu|vma= 0.032af, Anen=OY6. Log=U.Omin U = Primary = 0.45cfs @ 12D8hrs. Vo|uma= 0.032 af R Routing byDyn-0up|nd method,Time Span=n.VO-36.VOhm.dt=O.O1hm/3 ) | Peak E|ev=21672'@12.UDhrs ^~ Flood Bev=22O79' RDevice Routing Invert Outlet Devices = #1 Primary 218.30' 12.V^ x253.Vlong Culvert RCP,sq.cut end projecting, Ke=U,5OU Outlet|nvert=215.2S' S=0.00407 Co=0.900 n=0.013 R U i = Primary OuWRmw Mux=0.43ofs@12.08hrm HVV=210J2' TVV=215.02' (DynominTaikwuter) | t-1=Cu!wert (Outlet Controls D4Scfs @2.O3fps) | | U Summary for Pond DMH BLDMH B [l Inflow Area 0.944ou. 38.3096Impervious, Inflow Depth= 8.99" for 2 Year Storm event [] Inflow = 1.06cfs@ 12.00hm. Vo|umo= 0.078of Outflow = 1.00cb4g 12.08hrs. Vu(ume= 0.078a[ Atten=O96. Log=0.Omin Primary = 1O8�� 12�8hm' Voiume= OU78of Fl � � � Routing byOyn-SKupind method,Time 8pon=0.OD'3O.00hm.dt=O.O1hm/3 Peak Bev=215.02'V& 12�O8hm B Fl Flood ev=2222O' � \ | � U = � 0 U = 16G Salem Street, Proposed Conditions Type/024-hr2 Year Storm Reinfa0=310" Christiansen Sergi, | | ' '~r~'~~ ~ Device Routing Invert Outlet Devices � � | | #1 Primary 21529' 12.0" x3l0'|mmg Culvert RCP,nq.od end projecting, Ko=O.5OO � Outlet|nvort=214.8O' G=0.0148'y Cc=0.900 n=0.013 R U phmaryQutF|mw Max=1.VGofs@12.ODhm HVV=21582' TVV=213.85' (DynamiuToi|wa\eh t—I=Cv|vert (inlet Controls 1.0Gofo@2.4Sfps) Fl | | Summary for Pond DP: Detention/infiltration Basin � � ! Inflow Area 1 iOOoc 3O��\m � |�mwD�� O87^ f� 2Yeo/E�nn�e� Fl � ' � Impervious, � Inflow �= 1 14dn 12DH�s Wdume= O | \ � ' .00Gaf ^� Outflow = 0.35ds @ 12.02hm. Volumn= 0.088ot A«en=88%. Laq=O.Omin Discarded = 0J5ds @ 12.02hs. Volume= 0.086af |1 Primary = O.DOcfs @ OVOhrs. Vn|ume= O.00Uuf [j Routing byDyn-SXop|nd method,Time Spen=V.OU-3O.00hrs.@=O.O1 hrs/J R Peak Bav=21483'@12.4Ohrs Gurf.Anoa=2.17Oaf 8,omge=59Od U ~° Plug-Flow detention hma=(not calculated:outflow precedes inflow) Centerof-Massdethme=01min(8735-8O54) Fq � � � � Volume Invert AvaiI.Storage Storage Descrietion � Fl 6,774 cf Custom Stage (Prismatic)Listed below( ) Elevation Gurf.Area |nu.0ona Cum.Stoe U 213.75 2.040 O D \� 214�OO 2.1OV 525 525 � 21475 2.520 1.755 2.280 F� 216.00 4.670 4,494 6.774 Device Routing Invert Outlet Devices #\ Discarded 213�75' 0' �35sE�ikodonvhenubnveinve� Fl \ | #2 Primary 215.0Y $0.V deg x�0'long xV�0'rise Sharp-Crested Vee/TmpWeir C=2.50 Discarded mw Max=0.35dt@y12.02hs HVV=21378' (Free Discharge) [� f-1=Ex#|tahon (EmD|trahon Controls OJ5,fs) Primary H OutFlow Max=0.00cfo@0.00hm HVY=21375' TVY=U.00' (DynamicTeikwater) F] c--2= harp-Creste4Vee/TrapWeir (Controls O.00cfm) U Summary for Pond RR1: Roof Runoff Infiltration Area 1 Fl LJ Inflow Area O.0O4ao.1OV.00%Impervious, Inflow Depth= 2.87^ for 2 Year Storm event Inflow = 0.23dt@ 12.01hm. Vo|ume= 0.015of Fl Du0mm = 0.12cfs@ 1223hrs, Vo|ume= 0D15uf. A8an=49Y6. Leg=12.9min ! | Discarded 0.02cfs @ 12.08hrs. Vo|umo= 0.015af Primary O.OScfs @ 1223hrs. Vo|ume= 0.001af � � i Routing byDyn-Stnp|nd method,Time Spon=O.00'3O.00hrs.dt=O.U1hrs/S L� � R U � 1G$Salem Street, Proposed Conditions Type/024-hr2 Year Storm Rainfa0=310" 0 Printed 05/2008 � Fl Peak Bev=225.21'@122Dhm Gurf.Area=186sf 0nrage= 173of Plug-Flow detention hma=(not calculated:outflow precedes inflow) Canter-of-MassdaLhme=41.O min(794.0'752A) Volume Invert Avail.Storage Storage Description #1 210.80' 85cf Crushed Stone Around Chambers(Phsna,c)Listed below(Reca|c) Fq 301 cf Overall-87cf Embedded=213cf U x4O.OY6Voids #2 219.30' 87of 33.$"N/x2V.OrHx8.3%1CubecR48U x4 Inside#1 |1 173cf Total Available Storage � Elevation Gurf.Anaa |ncSmm Cum.S»ons R | | 218.80 136 O V 221.01 136 301 301 Device Routing Invert Outlet Devices F9 � #1 Discarded 218.07 7.500 in/hr Exfiltration over Surface area #2 Primary 225.07 4.0^ x 2.0'long Culvert CPP, square edge headwall, Ke=n.5VO \ | Outlet|nvert=224.S0' S=O.85OO7 Cc=O.SOU ** n=o.n1O PVC.smooth interior RDiscarded 2cfs@ 12.08bn HVV=220.52' (Free Discharge) U t-1=Exfiltmto/ (Edxtnh,^Controls O.O2do) FqPrimary OutFl cfs @1223hm MVV=225.21' TVV=0,00' (DynomicTailwater) | � c-2=Cu|vert (|n\mt Controls O.O9ds @1.5Mfps) [� Summary for Pond RR2: Roof Runoff Infiltration Area 2 ~^ Inflow Area U.D16au.1OD.O0%Impervious, Inflow Depth= 2.07" for 2 Year Storm event Inflow = 005cf» 12V1h,s' Vn|ume= 0004af R | \ OmVm* = 0.01cfs @ 11.93hrs. Vnlume= 0.004af. /tten=75%. Lag=O.Omin ~^ Discarded = 0.01ofo@ 11.83hro. Vo|ume= 0,004af Primary = 0.00cfs @ 0.00ho. Vo|ume= O.VOOof Routing by +\m1 method,Time Spon=0.&0-3O.00hm.dt=O.01hm/3 Peak Elev=222.O8'@y 12.33ho Sur[Areo=76sf 0orage=24cf | | Plug-Flow detention hme=(not calculated:outflow precedes inflow) Center-of-Massdet.time=7.O min(760,1-752.4Volume Invert Avail.Storage Storage Description � U #1 222O0' 5Ouf Crushed Around��ha be (Prismatic) � m rsListedbo|mw(Reoa|c) 1O8of Overall-44cf Embedded= 124cf x400"�Voids #2 22250' 44of 33�'VVx2VO''HxGV�LCuhenR18V x2 Inside#1 � \ \ ' ' ' » � e*u Total Available Storage U = � U = � | � 166 Salem Street Proposed Conditions Type 024-hr2 Year Storm Fainfa0=3 /0" F\ Prepared by Christiansen&Sergi, Inc. Printed 8/5/2 � Fq Elevation Sud.Area |nc.8tare Cum3tora U ~� 222.00 76 O O 22421 70 188 168 Device Routing Invert Outlet Devices #1 Discarded 222M' /.5VO|n/hrExfi|tmtimn over Surface area Fl #2 Primary 226.10' 4.0' x2.0'|nnQCulvert CPP.square edge headwall, Ke=O.50V Outlet|nved=225.O0' G=O.O5OD'/' Cc=O.90O n=U,n1D PVC,smooth interior R UDiscarded OutFlowMux=0.01 cfm@ 11.93he HW=222.12' (Free Discharge) c-1=Exri|uraton (ExUhnatinn Controls OD1cfs) R \ | primary OutFlmw Max=U.00cfs @O.00ha HVV=222.00' TVV=21770' (DynemiuTai|wahar) = t-2=Cu|vert (Controls 0.Oncfs) R | | Summary for Pond RR3: Roof Runoff Infiltration Area 3 Inflow Area Fl OD4Goc1OOD0Y6|mpewious Inflow 2O7'' for 2 Year Storm event � ' � ' � Inflow = 018cfs @ 12.01hro. uolumo= 0811of Outflow = 0.02ofs@ 11.75hm. Volume= 0.011af, 48en=8OY6. Lag=&Omin Discarded = 0.02ds@ 1175hm. Vv|ume= OD11ef Fl Primary = O.00cfs @ O.OUhm. Vo|ume= 0.000af U � Routing byDyn-Sxup\nd method,Time Spen=V.0V'8S.UOhra.dt=O.U1hro/3 Fl Peak E|av=215.5O'@ 12.46hm Gurf.Ar a=136sf Stmmge= 120 cf U ^^ Plug-Flow detention hme=(not calculated:outflow precedes inflow) Center-of-Massde\�dme=2OOmin<77gO-75%4) Fl � � � � [] Volume Invert Avail.Storage Storage Description | #1 214.00' 85 cf Crushed Stone Around Chambers yPrismatic>Listed below(Racalc) F] 0}1cf Overall'87 cf Embedded=213 cf x4O.n%Voids | | #2 214. J� 87cf 33.6^Wx20.0^HxUTLCuhecR-1$0 x4 Inside#1 |1 173cf Total Available Storage � Elevation 8urf.Arem IncStnne Cum.Stone | | 214.00 136 U n 21021 136 301 301 Device Routing Invert Outlet� U ^° #1 Discarded e14.00' 7.500in/hr � � #2 Primary 218.10' 4.0r x�0'lonQCulvert CPP square edge headwall, Ke=U.5OO | | Outlet|nvert=210.00' 8=O.O5UU'/ Cc=O.9OO n=O.O1O PVC,smooth interior � = � 166 Salem Street, Conditions Type///24-hr 2 Year Storm Rainfafl= 0" RPrepared by Christiansen&Sergi, Inc. Printed 8/5/2008 � R U hrs HW= 14.12 (Free Discharge) z-1=Ex1filtra§un (Exfihration Controls O.02da | | PhoamOu0Flmw Max=O.00rb@O.ODhm HVV=214.07 TVV=0.00' (DynamioTaikvoter) t-2=cu|xert (Controls D.UOofs) R i | Summary for Pond RR4; Roof Runoff Infiltration Area 4 � Inflow Area= O.O40ao.1OODn%Impervious, Inflow Depth= 2.87" for 2 Year Storm event � Inflow = O1�ds 12O1hm ��ume= 0O11af } \ � � ' � Outflow = 0.02cfs @ 11J5hm. Volume= U11af. /fton=00%. Loq=ODmin Discarded = 0,02ds@ 11.75hrm. uolume= 0.011 af F1 Primary = O.00cfs,@ 0.00hrs. Volume= 0.000of U = Routing byDyn-SKnp|nd method,Time Spun=O.00-3O.00hm.dt=D.01 hm/3 Fl Peak Bev=215.5O'0g12.48hre Surf.Amo=13OsfSmmUo=12Ouf | \ ~~ Plug-Flow detention hme=(not calculated:outflow precedes inflow) Center-of-Mosmdet.hma=28.G min(77S.0'752.4) Volume Invert Avail.Storage Storage Description U � #1 214.00' 85d Crushed Stone Around Chambers(Phnnabc)Listed below(Reca\c) Fl 3U1ef Overall-87of Embedded=213of x4ODY6Voids | ( #2 214.50' 87uf 33.6'lNx20.0''Hx$.331 Cu|te«R18V x4 Inside#1 Fl 173cf Total Available Storage U Elevation Surf.Area hu.3hom Cum.8Vom � | | 214.00 136 O O 21621 136 301 301 UDevice Routin2 Invert Outlet Devices ~~ #1 Discarded 214.00' 7.S00in/hrExfihration over Surface area #2 Primary 218AU 4.0" x�0'|ong Culvert CRP. square edge headwall, K==V.5OO |\ Outlet)nvert=218D0' 8=U.05OV7 Co=U.90U LJ n=O.O1O PVC,smooth interior �l ds@1175hm HVV=214.12' (Free Discharge) ) \ c—l=Exfihratinn (Exfiitrotion Controls 0.O2cfs) Fl primary OuNlmw Max=0.00dt@0.00hm MVV=214.00' TVV=O.DO' (DynomicTmikwoter) | | t—%=cv|vert (Controls O.OUofs) = � U = U � Fl = R U � 186Salem Street, Cnnd�� T��024'h/2Y�e/8�nn F��n�0=310~ ' Fl ' � n&Sergi, Inc. Printed 8/5/2008 � F] Summary for Pond T1:South Total Inflow Area 0.964ec, 25.82%|mpemioua. Inflow Depth= 0.68" for 2 Year Storm event R Inflow = 0J0cb@ 12.08hm. Volumo= 0.055af [] Primary = 0.70dfs@ 12.08hre. Vo|ume= O.055atA#en=0%. Lag=O.Umin Fl Routing byDyn-Gtodnd method,Time Gpan=O.OV-3O.00hrn.dt=O.D1h/s/3 U ~� Summary for Pond T2: East Total [l U Inflow Area 0.378ec. 12.04%|mpervious. Inflow Depth= 0.36" for 2 Year Storm event — Inflow = 0.08cfs@ 1213hrs. Vo|uma= 0.011of Primary = 0.09cfs @ 12.13hm. Vdome= 0.011ef, A#en=0%. Lag=0Dmin U Routing byOyn-0op|nd method,Time Span=D3O-5O.nOhrn.dt=O.01h/a/8 [\ Summary for Pond T2: North Total � Inflow Area 1.676ac. 24.29%|mperviuus. Inflow Depth= 0.08" for 2 Year Storm event Fl Inflow = O.DTofs@ 1229he. Vo|ume= 0012af | | Primary = 0.07cfs@ 1229hm. Vo|umo= UO12af. Aoan=o%. Lag=0.0min [� Routing byDyn'8top|nd method,Time 8pon=O.0O-86.00hm.dt=O.V1hrx/J U = � U = � U = U = R U = � H = U = / [l � U ' / 0 D 166 Salem Street, Proposed Conditions Type I//24-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCAD(@8.50 s/nOO1057 @ 2007 HydroCAD Software Solutions LLC Page 43 Time span=0.00-36.00 hrs,dt=0.01 hrs,3601 points x 3 Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:South Runoff Area=39,221 sf 20.56%Impervious Runoff Depth=1,60" Flow Length=120' Tc=4.6 min CN=69 Runoff=1.72 cfs 0.120 of Subcatchment 2:East Runoff Area=14,500 sf 0.00%Impervious Runoff Depth=1.08" Flow Length=195' Tc=6.4 min CN=61 Runoff=0.36 cfs 0.030 of Subcatchment 3.11:Area Contributing to Catch Runoff Area=7,745sf 43.09%Impervious Runoff Depth=2.21" FlowLength=135' Tc=5.0min CN=77 Runoff--0.48 cfs O.033af Subcatchment 3.2:Area Contributing to Catch Runoff Area=8,809sf 31.00%Impervious Runoff Depth=1.82" FlowLength=190' Tc=5.1min CN=72 Runoff=0.44 cfs O.031af Subcatchment 3.3:Area Contributing to Catch Runoff Area=13,514 sf 33.66%impervious Runoff Depth=1.90" FlowLength=155' Tc=3.1min CN=73 Runoff=0.76 cfs O.049af Subcatchment 3.4:Area Contributing to Catch Runoff Area=10,395sf 43.09%Impervious Runoff Depth=2.21" FlowLength=20U Tc=6.0min CN=77 Runoff=0.62 cfs O.044af Subcatchment 3.5:Area Contributing to Runoff Area=10,286 sf 0.00%Impervious Runoff Depth=1.08" Flow Length=65' Tc=2.5 min CN=61 Runoff=0.30 cfs 0.021 of Subcatchment 3.6:North Runoff Area=19,605 sf 0.00%Impervious Runoff Depth=0.90" FlowLength=150' Tc=7.5min CN=58 Runoff=0.37 cfs O.034af Subcatchment RI:Roof 1 Runoff Area=2,779 sf 100,00%Impervious Runoff Depth=4.26" Tc=1.0 min CN=98 Runoff=0.33 cfs 0.023 of Subcatchment R2:Roof 2 Runoff Area=648 sf 100.00%Impervious Runoff Depth=4.26" Tc=1.0 min CN=98 Runoff=0.08 cfs 0.005 of Subcatchment R3:Roof 3 Runoff Area=1,984 sf 100.00%Impervious Runoff Depth=4.26" To--1.0 min CN=98 Runoff=0.24 cfs 0.016 at j; Subcatchment R4:Roof 4 Runoff Area=1,984 sf 100.00%Impervious Runoff Depth=4.26" Tc=l.Omin CN=98 Runoff=0.24cfs 0,016 of Pond CB 1:Catch Basin#1 Peak Elev=217,01' Inflow=0.48 cfs 0.033 of 12.0"xll.O'Culvert OLftflow=0.48cfs 0,033 of Pond CB 2:Catch Basin#2 Peak Elev=217.01' Inflow=0.44 cfs 0.031 of 12.0"x 21.0'Culvert Outflow=0.44cfs 0.031 at Pond CB 3:Catch Basin#3 Peak Elev=218.16' lnflow=0.76 cfs 0.049 of 12.0"x11.O'Culvert Outflow=0.76cfs 0.049 of Pond CB 4:Catch Basin#4 Peak Elev=218.14' Inflow=0.62 cfs 0.044 at 12.0"x 24.0'Culvert Outflow=0.62 cfs 0.044 of 166 Salem Street, Proposed Conditions Type///24-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCAD(P 8.50 s/n 001057 @ 2007 HydroCAD Software Solutions LLC Page 44 Pond DMH A:DMH A Peak Elev=216.96' Inflow=0.91 cfs 0.063 of 12.0"x 253.0'Culvert Outflow=0.91 cfs 0.063 at Pond DMH B:DMH B Peak Elev=216.14' Inflow=2.23 cfs 0.156 at 12.0"x 33.0'Culvert Outflow--2.23cfs 0.156 at Pond DP:Detention/Infiltration Basin Peak Elev=214.77' Storage=2,323 cf Inflow=2.52 cfs; 0.178 at Discarded=0.35 cfs 0.178 of Primary=0.00 cfs 0.000 of Outflow=0.35 cfs 0.178 at Pond RRI:Roof Runoff Infiltration Area 1 Peak Elev=225.77' Storage=173cf lnflow=0.33cfs 0.023 of Discarded=0.02 cfs 0.019 of Primary=0.33 cfs 0,004 of Outflow=0.35 cfs 0.023 at Pond RR2:Roof Runoff Infiltration Area 2 Peak Elev=223.22' Storage=52 of Inflow--0.08 cfs 0.005 of Discarded=0.01 cfs 0.005 of Primary=0.00 cfs 0.000 of Outflow--0.01 cfs 0.005 at Pond RR3:Roof Runoff Infiltration Area 3 Peak Elev=218.32' Storage=1 73 cf Inflow=0.24 cfs 0.016 at Discarded=0.02 cis 0.015 at Primary=0.10 cfs 0.001 at Outflow=0.12 cfs 0,016 of Pond RR4:Roof Runoff Infiltration Area 4 Peak Elev=218.32' Storage=173cf Inflow=0.24cfs 0.016 at Discarded=0.02 cfs 0.015 at Primary=0.10 cfs 0.001 of Outflow=0.12 cfs 0.016 at Pond T 1:South Total Inflow=1.95 cfs 0.124 of Primary=1.95 cfs 0.124 at Pond T 2:East Total Inflow=0.38 cfs 0.031 at Primary=0.38 cfs 0.031 at Pond T 3:North Total Inflow=0.42 cfs 0.035 of Primary=0.42 cfs 0.035 at Total Runoff Area=3.018 ac Runoff Volume=0,422 of Average Runoff Depth=1.68" 76.76%Pervious=2.317 ac 23.24%Impervious=0.701 ac R U � 166Salem Street, Proposed Conditions Type ill 24'h/10 Year Storm Rainfa0=450^ C Printed 05� U Prepared Fq 008 Summary for Subcatchment 1: South \ [] / Runoff = 1.72nb@ 12.07hrs. Voluma= 0.120af. Dapth= 1.60^ U Runoff bySCSTR'2O method,UH=SCS.Time Span=0.00-36.00hm.dt=0.01 hs ' Type Ill 24hr1O Year Storm Rainfo|l=4.50" |1Area(sf) CN Description � 8,064 98 Paved parking&roofs U 39.221 Og Weighted Average | ~� 31.157 Pervious Area 8.064 Impervious Area � U Tc Length Slope Velocity Capacity Description 4.3 50 0.0400 0.19 Sheet Flow, U Grass:Short n=O.15O P2=310" 0.3 70 0.0800 4.50 Shallow Concentrated Flow, � | | 4.6 120 Total Grassed Waterway Kv=15.0 fps = Summary for Subc4tchment3: East U ~� Runoff = 0.86cfs@8 12.11hrs. Vu|ume= 0.030af. Depth= 1.08^ [l | | Runoff byGCSTR.2O method,UH=SCG.Time Span=O.00-3O.00hrs.dt=O.O1 hm ~~ Type Ill 24-hr1U Year Storm RainfaU=4.50" � Area(so GN Description U � 14.500 PerviousAea � U = Tc Length Slope Velocity Capacity Description Fl 57 50 0.0200 0J5 Sheet Flow, U Gmss:8hm1 n=0150 P2=310^ 07 145 0.0600 3.67 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps U 64 185 Total [� Summary for Subnatohment3.1:Area Contributing to Catch Basin#1 ^^ Runoff = 0.48cfs @ 12.08hs. Vo}ume= 0.033af. Depth= 221'' � U Runoff byGCGTR-20 method,VH=SCS.Time Gpan=0.U&'30.O0h/o.dt=O.O1hrs Type Ill 24-hr1O Year Storm RainfaU=4.50" U = / = R U � 166 Salem Street, Proposed Conditions Type 0/24-x/O Year Storm fainfa0=450" � U PreparedRArea(sf) CN Description U 3.337 98 Paved parking&roofs 7.745 77 Weighted Average \ \ 4.408 Pervious Area 3.357 Impervious Area � | \ Tc Length Slope Velocity Capacity Description 4�O 50 VD350 0.18 SheetFlow,[l 8mssGhu� n=O��5O P2=8�10' | | " ^� 01 20 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.Ofps Fl 0.3 85 0.0300 3.52 Shallow Concentrated Flow, UPaved Kv=20.3 fps � 5.0 135 Total | | Summary for Subcotchment3.2:Area Contributing hm Catch Basin#0 T� Runoff = 044cfs48 12.08hrs. VWume= 0.031af. Depth= 1.82^ U Runoff bySCGTR'20 method, UH=GcG.Time Span=ODO'3O.00hm.dt=0.U1hrs F1 Type III 24-hr1O Year Storm Roinfe||=4.50^ Area(so CN Description � 2.731 98 Paved parking&roofs � U ~� 8.009 72 Weighted Average 6.078 Pervious Area [] 2'731 Impervious Area | | Tu Length Slope Velocity U 4.3 §O 0.0400 0.19 Sheet Flow, Geoe:8hnrt n=0.150 P2=3.10" R 04 55 0.0300 2.60 Shallow Concentrated Flow, | ( Grassed Waterway Kv=15.Ofps — 0.4 85 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps � |l Summary for Subcatchmentl3:Area Contributing to Catch Basin#3 U ^~ Runoff = 0.78cfs @ 12.05hs. Vulume= 0.049af, Depth= 1M" [l Runoff by8CSTR-2O method,UH=SCG.Time Spen=O.UD-30.nOhrs.dt=0.O1 hm Type III 24-hr1O Year Storm Roinfo|(=4.50" U � U = R U = 16G Salem Street, Proposed Conditions Type 024-hn1D Year Stonn Ruinfa0=4.50" � Christiansen Sergi, \ | � -'— -- � R � � 4,549 98 Paved parking&roofs / R 13.514 73 Weighted Average | | 8.865 Pervious Area — 4.549 hmperviouoArea � �| | Tc Loxym o m De � | 2.3 50 0.2000 0.37 Sheet Flow, | |l Gens:Ghort n=0150 P2=810" 0.2 25 0.0280 212 Shallow Concentrated Flow, � Grassed Waterway Kv=150 fps Fl 0.6 80 0.0120 222 Shallow Concentrated Flow, UPaved Kv=20.3 fps � 31 155 Total Fl U Summary for Subcatchnment3.4:Area Contributing to Catch Basin#4 Fq Runoff = 0.62 cfs@ 12.08hrs. Vulume= 0.044s[ Depth= 221^ ^° Runoff byGCSTR-2O method,UH=OC8.Time S@an=O.00-38.UUhs.dt=U.O1hrs Type III 24-hr1O Year Storm Rainfu||=4.50' Area(sf) CN Description = 4478 98 Paved parking&mofm U ~� 10.395 77 Weighted Average � U � 166 Salem Street, Proposed Conditions Type N24-hr10 Year Storm RaintaV=450" � �� | \ } ' | . | | � 10286 Pervious Area U Tn Length Slope Velocity Capacity 2.5 50 0.1600 0,33 Sheet Flow, l | Grass:Short n=0.150 P2=3.10' � 0.0 15 0.1700 6.18 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 2�5 65 Total < \ Summary for SubnatohQmont3.G: North R | | Runoff = 0.37cfs @ 12.13hs. Vnlumo= 0.034at Depth= 0.90r Runoff byGCGTR-2U method,UH=SCS.Time Spun=U.00-30.nOhrs.dt=O.V1hra LJ Type III 24'hr1O Year Storm Roinfa|}=4.5V" Area(sf) CN Description \ | 9.700 55 Woods,Good,HSG8 Fl 19.605 58 Weighted Average | | 18.605 Pervious Area = T- Length Slope Velocity Capacity Description [l U ~� 8.6 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n=O.40O P2=3.10" � Fl V�9 lOO 0�14OO 1�O7 ShaUmwConcent�1edFlow, Woodland Kv=5.0 fps \ | 7.5 150 Total U Summary for SubuatchmoentRj: Roof 1 i Runoff = U.3@dt(,a_) 12.01 hrs. Vulune= 0I23 a[ Depth= 4.26" = Runoff byGCGTR-2U method,UH=SCS.Time Span=U�OO� m.�O�OOh =0�O1hrs U Fl Type |24-hr1O Year Smnn Rainta||=4,5U'' ~ U � Area(sD CN Description \| 2./79 Impervious Area | � Tc � [l Length- Slope 1.0 Direct Entry, LJ R U = R U = / 166Salem Street, Proposed Conditions Type/024'hr10 Year Storm Fainfa0=450" ' R Christiansen S Ph�� 0�D� \ | Prepared~ � Fl Summary for SubcatchmmemtR2: Roof 2 w Runoff = 0.08cfs@ 12.01 hrs. Vo|ume= 0.005of. Depth= 420" L] Runoff bySCSTR-2O method,UH=SCS.Time 8pan=O.00-3G.UOhrs.dt=U.O1hm Type III 24-hr1O Year Storm RuinfaU=4.5O" UArea(sf) CN Description [� 648 Impervious Area Tc Length Slope U � Velocity � \ \ 1.0 Direct Entry, Summary for SubombcMnmon1RJ: Roof 3 Fl ^� Runoff = 0.24of!;@ 12.01hm. Volume= 0D16ef, Depth= 4.26" |1 Runoff byGCGTR-2O method,VH=GCG.Time gpan=U.O0-3O.OUhm.dt=OD1ho LJ Type III 24'hr1O Year Storm Rainfa||=4.50" Area(sD CN Description 1.904 |mperviousAma U To Length Slope Velocity Capacity R 1.0 Direct Entry, ~� Summary for SubcotnhmmentR4: Roof 4 R | | Runoff = 024cfs@ 12.01 hrs. Vo|ume= 0.016ot. Depth= 4.26^ Runoff by SCSTR'2O method,UH=GCS.Time Span=OOO-58OOhsd�=0O1hrs U Fl Type |24-hr1O Year Smrm RoinfaU=4.5O'' ' � Area(so CN Description | [� 1.984 Impervious Area | D To Length Slope Velocity Capacity Description 1.0 Direct Entry, U = � U � � U = � i 16G Salem Street, Pmzoommd Conditions Type N24+hr 1O Year Storm Rainfa0=450" RPrepared by Christiansen&Sergi, Inc. Printed 8/5/2008 � Fl Summary for Pond CB1:Catch Basin#1 � Inflow Area 0.170oc. 43,09%|mpemious. Inflow Depth= 221" for 1O Year Storm event Inflow = 0.48cfs @ 12.08hrs. Vo|ume= 0.033a/ | | Outflow = 0.48nfo@ 12.08hra. Vu|uma= U.O33atAtten=O96. Lag=O.0min ^� Primary = 0,48ds@A 12.08hs. Vo|ume= 0.033af ( | Routing byDyn'Gtup/nd method,Time Span=D.00-3O.0Ohrs.dt=O.U1hrs/3 LJ Peak Bev=217.O1'@12DOhrs Flood Bav=22O.3O' Device Routing Invert Outlet Devices U � Fl um|otmvan=z1n.no' S=o.ouut'/' co=o.ouo n=o.o1x LJ Primary OutF|mwMex=0.48cfs@12.Onhm HVY=217.00' TVV=216.98 (DynomicTaikwoter) t-1=Cvlvert (Outlet Controls 8.48dfs @1.26 fps L� Summary for Pond CB2:Catch Basin#2 R | | Inflow Area 8.202oc, 31.00%|mpewious. Inflow Depth= 1.82" for 10 Year Storm event ~~ |n0mv = 044mfs @ 12.08hrs. Vo(ume= 0D31af Outflow = 044cfs @ 12.08hm. Vo|umo= OD31af. Atten=0%. Lag=O.Omin Fl Primary = o44g�� 12OOhrs. Vo|ume= OO51af l ) � � � Routing by nd method,Time Span=8.00-30.O0hrs.dt=V.U1hm/3 Peak Elev=( | - Flood Bev=22O.41' Device Routing Invert Outlet Devices � Fl | | #1 Primary 21O�1' 1%�^ x%1{y�ng Culvert RCP. end Ke=0.5OO — Outlet|nveA=210.3J S=0.00527 Co=0.980 n=0.013 | \ Primary OmRmwMax=O.44dfs@y12.O8hrs HVV=217.01' TVV=216.96' (DynamicTailwater) i� f--1=Cu|wert (Outlet Controls O.44ofs@126fps) Summary for Pond CB3:Catch Basin#3 � Inflow Area 0.325oc. 3O7V96Impervious, Inflow Depth= 1.81" for 10 Year Storm event � Fl Inflow = 070��4� 1205hre' Vo|ume= OO48of | i � � � ~� Ou#km' = 0.70ds@ 12.05hrs. Volumo= 0.049of, A8en=OY6. Lsg=O.0min Primary = 0.76ds @ 12.05hm. Vu|ume= 0.049af � i | Routing hyDyn-0npind method,Time Gpen=0.00-30.ODhrs.dt=O.O1hro/3 Peak Bev=218.16'@12.n5hs Flood E|ev=221�7O' Fq Device Routing Invert Outlet Devices = #1 Primary 21 ' _- .. '- long Culvert RCP,sq.cut end projecting, .~ ~~~. Outlet|nvart=217.50' G=0.01027 Cc--0.900 n=0.013 = U = | U � 1G6 Salem Street, Proposed Conditions Type 024h 10Yea Storm Rainfa0=4.50" UPrepared by Christiansen � | | Primary OutFlow Max=0.76 cfs @12.O5hrs HVV=218.16' TVV=216.12' (Dynam\oTuikwater) c-1=Cu|veu (Barrel Controls OJOdfs@03.18fps) | | Summary for Pond CB 4:Catch Basin#4 [� Inflow Area 0239au. 4108%|mpemiuua. Inflow Depth= 221^ for 1O Year Storm event | | Inflow = 0.62ub@ 12.09ho. Voiume= 0.044af Outflow = 0.62cfs @ 12.08ha. Vo|uma= 0.044of. Atton=O96. Lag=O.Omin Primary = O�O2ds�� 12�0Shm. Vu|ume= 0.044mf [q u� Routing byDynGtor-|nd method,Time 8pun=0.0O-36.08hs.dt=O.O1hrs/3 Peak E|ev=21a.14'@ 1209hs Fl Flood Bev=221JO' Device Routing Invert Outlet Devices = #1 Primary 217.70' 12.0^ x24.W long Culvert RCP,oq.od end projecting, Ke=n.5UU || Outlet|nved=217.50' S=O.00037 Cc=O.9UO n=8D13 phmmovOutF|mw Max=0.62cfs0g 12V8hm� HVV=218.14' TVV=216.12' (OynamicTui|wm0er) [� | | `—I=Cu|vert (Barrel Controls O82cfs@275fps) = Summary for Pond DK8H A/ DK0HA R U �+ Inflow Area 0.380ao. J6.6OY6Impervious, Inflow Depth= 2.00r for 1V Year Storm event Inflow = 0.91da@ 12.08hru. Vo|uma= 0.063uf Fl Dm0mw = O81 �� 12ODhm Vn|ume= 0OO�uf ��n=OY6' Lag=OOmin | | � � ' � ' � = Primary 0.91cfs@y 12.08hre. Vo|ume= 0.003uf [� Routing by p|nd method,Time Gpan=O.00-OO.UDbm.dt=O.O1he/5 [� Peak Elev=21O.gO'@y12.O8hn Flood Bov=22O78' Device Routing Invert Outlet Devices � U � — #1 Primary 216.30' 12.0~ x253.0'long Culvert RCP,sq.cu d projecting, Ke=D.5VO Outlet/nvnrt=21528' S=DOO407 Co=USDO n=O01J � � � ^� Primary OutFlow Max=0.91cfs @12.O0hm HVV=216.96' TVV=216.14' (DynamicTaikvater) c-1=Cu|vert (Outlet Controls 0.91u{s@2.3Ofps) � U ^� Summary for Pond DK0MB: IDMN0 | Fl Inflow Area 0.844un` 3030%|mpem ' ioun Inflow Depth= 199^ for 1U Year Storm event � \ | Inflow = 2.23cb @ 12.07ho. Vn|um = 0156of Outflow = 223dt@ 12.07hs. Vohme= 0.156of, AKen=O96. Lag=O.Umin ! [q Primary = 223ds@ 12.07hrn. Vo|uma= 0.156af U ~� Routing LyDy*Gtor-|nd method,Time 8pan=0.00-36.00hrs.dt=O.O1hro/3 Peak Bev=21O1��12O7hm [l � � �oodBev=222 | | ,2O' � U = � U � 1G6 Salem Street Proposed Conditions Type/824-hr10 Year Storm Fainfa0=450" � C� S Inc. Ph�� 0�O� | | Prepared- RDevice Routing Invert Outlet Devices U #1 Primary 215�9' 12.0" x33�long Culvert RCP,sq.cut end projecting, Ke=O.500 Outlet|nvert=214.80' G=O.O1487 Oo=U.9OO n=O.O13 | \ primuryOutFlow Max=223cfs @12.DThm HVV=216.14' TVV=214.16' (Dynam\uTaikvater) � t-1=Cu|vert (inlet Controls 223 cfs @3.14fps) |l Summary for Pond DP: Detention/Infiltration Basin | Inflow Area 1180an. 30.03%impervious. Inflow Depth= 1.81^ for 1U Year Storm event ' ( | Inflow = 2.52cfs @ 12.07 hrs. Volume= 0.178sf Outflow = 0,35dfs @ 11.82hm. Vdume= 0.178of, Aoen=O8%. Lag=0.Omin Discarded = 0.35dt@ 11.82hrs. Volumo= 0.178uf y� Primary = O.ODcf's @ O.00hs. Vo|ume= 0.000af U Routing by p|nd method,Time Spun=0.00-3O.0Ohm.dt=0.O1 hm/3 F1 Peak Bov=2147T'@127Ohrm 8uriArem=2.54Ssf S0onoge=2.323cf U ~~ Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Massde\.time=48.5 min(BS2.5-844.0) Volume Invert Avaii.Storage Storage Description N = #1 213.75' 6.774cf Custom Stage Data(Phsnado)Listed below(Rama|4 � U ^^ Elevation Surf.Amo |nc.GVoe Cum,8wne F] 21375 2.040 O 0 | | 214.00 2.160 525 525 21475 2.520 1.755 2.280 21OO� 4O7O 4494 8 � . . .774 Device Routing Invert Outlet Devices ... Discarded_ -_.- -35_--_---_.when above invert | | #2 Primary 215.07 yno deg x�0'long xO.5V rise Sharp-Crested Vee[[mpWeir C=2.50 ^~ .82hm HVV=213.77' (Free Discharge) |1 t- =ExOltmtiun (ExfiKmhom Controls U.85ch) PrimaryutF| ax=U.UOcfs@D.VOhm HYV=213J5' TVV=V.00' (DynmmiuTai|wetar) Fl c-2=Shurp-CeatedVeeTnp Weir (Controls D.Onufo) H ^� Summary for Pond RR1: Roof Runoff Infiltration Area 1 R \ \ Inflow Area 0.O04ac.1OO.00Y6Impervious, |nf|m*Depth= 426^ for 10 Year Storm event Inflow = 0.33dt@ 12.01 hrs. Vo|ume= 8.025af [l Outflow = 0.35 cfs @ 12.03hs. Vo|ume= 0.023ef. A«en=O%. Log=U.Smin i | Discarded = 0.02uYu@ 11.88hm. Vo|ume= 0.019ef ^� Primary = 0.33 cfo@ 12.03hrs. Volumo= 0.004of � (1 Routing tyDyn8mp|nd method,Time Gpan=O.00-3O-OUhm.dt=0.01 hm/3 � U = U � 1G6 Salem Street, Proposed Conditions 7ype024-hr1D Year Storm Roinfa0=450" FqPrepared by Christiansen � Fq Peak Bav=225.77@12.03hm Surf.Area=136 sf 0oraga= 173cf Plug-Flow detention U | time= inflow) Volume Invert Avail.Storage Storage Description #1� 21O�� V�cf �rmmhe��neAn�und�hend��(Pr�m�U Ua�dhe|mw(Reco|4� 301dOvera|| 8TofEm�edde�=213of x4O0&Vnids \ | - � #2 219.30 87uf 33.8^N/x20.0^Hx6.331 CuheuR480x4 Inside#1 [� 173of Total Available Storage ^a Elevation Surf.Area |nc.8me Cum.8mm | | 218.80 136 O O 221.01 136 301 301 ^= vice Routin2_Invert Outlet Devices #1 Discarded 218.07 7.500in1hr Extiltradon over Surface area #2 Primary 225.00' 4.0" x2/Y|ongCulvert CPP square edge headwall, Ke=D.5OO | | Outlet|nvert=224.g0' S=O.O5OO'y Co=O.980 m n=U.V1O PVC.smooth interior Discarded OutHmwMux=OU2o�@�1188hmHVY=22n5� (Free Discharge) | | � � � ^� z�1=��on (Exfihration Controls O.02cfn [� Primary OmtF|mw Max=0.32cfs @12.U3hro HVV=22575' TYV=O.00' (DynamicTailwater) | i t_2=om|wert (inlet Controls K32cls @3.OSfps) �l Summary for Pond RR2: Roof Runoff Infiltration Area 2 Inflow Area O.U15oo.1OO.VVY6Impervious, Inflow Depth= 426" for 1O Year Storm event Inflow = OV8�� 1 O.VO5of | Fl 2D1� hrs' Vo|ume= � / { Outflow = U1ds @ 11.79hm. Volume= 0.005af, A8an=O396. Lag=O.Omin — Discarded = 0.01de@h 1178ho. Vu|ume= 0.005af Primary = 0.00cfs @ 0.00hrs. Vn|ume= 0D00of � U ~� Routing hyO 0or-Indmethnd.TlmeGpon=O.0-3O.0Ohrs.dt=O.n1hrs/3 Peak Bev=2232Z@12.43hm Surf.Anea=7Osf 8«orage=52cf � | \ \ Plug-Flow detention timo=(not calculated:outflow precedes inflow) / Cen1npnf-MassdeLtime=1OJ min<763.9'7452> � UVolume Invert Avail.Storage Storage Description #/ 222u0 50u Crushed Stone Around Chambers(,nsmnic)Listed be/mv(Rnca/q 168 cf Overall'44 cf Embedded= 124 cf x40.[%Voids � } | #2 222�0' 44of 33.6^VVx20.0^Hx6.331 CwkeoR480 x2 Inside#1 [7 al Available ---~- LJ � � U � | | � i � 166 Salem Street, Proposed Conditions Typo 24-hr0 Year Storm Rainfa0=4.50" � Printed 8��OU8 � | Prepared � | R Elevation gurf.Areo \mc.8tore Cum.Stom � 22421 78 168 168 Device Routing Invert Outlet Devices [� # 1 Discarded 222.00' 7.500 in/hr Exfiltration over Surface area #2 Primary �61� 4�' x��bngCuke� CPP edge headwall, �=O�OO i | � . `~,~~ ~~~y~ . Outlet|nve�=220�� S=O.O5OO7 Co=V.gO0 n=O.O1O PVC,smooth interior � \ | Discarded OutFl 1 c�V� 1179hrs HVV=222.12' (Free Discharge) c-1=ExQ �U� �ou (Ex8m|� tinnCnmm}s0.U1ofs) � | { phnamVutFKmw Max=0.00cfs @O.UOhrs HVV=222.00' TVV=217J0' (DynomioToikwaor) f--2=Cu!vert (Controls O.UOcfs) Fl \ \ Summary for P#ndRR3: Roof Runoff Infiltration Area 3 Inflow Area= n.04Gac.1DO.0096Impervious, Inflow Depth= 4.26" for 1U Year Storm event R | | Inflow = 024afs@ 12.01hrs. VNume= 0.016af Outflow = 0.12os @ 12.18hm. Wolume= 0D16af. Aman=4896. Lag=S.Smin Discarded = 8.02ofs@ 12.06hrs. Vu|ume= 0.015af Fl Primary = 0.10cfs@ 12.18hm. Vo|umo= 0.001af U = Routing hyDyn-SKnAnd method,Time Gpen=O.DO-5O.0Oh/s.dt=n.V1 hro/J Peak E|mv=21g32'@12.18hs Gurf.Avea= 130of S0orage=173cf — Plug-Flow detention Ume=(not calculated:outflow precedesinflow) Center-of-Massdethme=4V4min(7�5�G'7452Volume Invert Avail.Storage Storage Description � � � � ~~ #1 214.00' 85 cf Crushed Stone Around Chambers(Phsmati4 Listed below(Recalc) Fl 3U1d Overall-O7cf Embedded=213cf x4O.0%Voids � U #2 214.5 07cf 33.6^N/x20.0^Hx$.331CuHeoR-180 x4 Inside#1 � |1 173of Total Available Storage ~~ Elevation 8urf.Areo |nn.0ore Cum.Store ! D ` U 214.00 136 O V 21621 136 301 301 Device Routing Invert Outlet Devices . � � U *+ #1 Discarded 214�0' 7.500in/hr Exfiltration � #2 Primary 218.10' 4Jy x2.W long Culvert CPP.square edge headwall, Ka=O.5OO \ | Outlet|nvert=218.0Y S=O.O50O7 Cc=O.90O n=U.O1D PVC,smooth interior | [� ! � Fl U � 166 Salem Street, Proposed Conditions Type/024-hr 10Year Storm Rainfail=4.50" Prepared Christiansen Sergi, Inc. Printed 8��O08 U ' U hrs HW= 15�� (Free Discharge) t—i=Exfibrahoo (Exhkmtion Controls V.O2cfo i� phnamDutF|mw Max=0.10cfs @12.10hm HVV=218.32' TVV=0.00' (OynomioToilwa\er) LJ t-2=ru|wert (Inlet Controls O10cfs @1.S1fps) |1 Summary for Pond RR4Roof Runoff Infiltration Area 4 � Inflow Area O.U4Oao.1UU.00Y6Impervious, Inflow Depth= 426^ for 1O Year Storm event F] |nUu* = 0.24ds@ 12.01hm. Vo(ume= 8.016af U *a Outflow = 0.12cfn @ 12.18hm. Vu|ume= 0.016af, A8en=40Y6. Leg=9.Smin Discarded = 0.02cfs@ 12.08hs. Vu|umo= 0.015af Primary = 010do@ 12j8hm. Vo|ume= 0.001af ^^ Routing And method,Time Gpan=O.00-3O.00hra.dt=O.U1hrs/3 Peak Bev=2182�'��12 �Dhru GuriAr a=13G� Siorage= 17Jcf [� � � - ^� Plug-Flow detention 8ma=(not calculated:outflow precedesinUuw) Cemar-of-MansdeLtime=4U.4 min(7D5.O'7452) Volume Invert Avail.Storage Storage Description U � #1 214.00' 85cf Crushed Stone Around Chambers(Priamativ)Listed below(Recu|c) [l 3O1cf Overall-87nf Embedded=213nf x4O.O96Voids | | #2 214.50' OTcf 33.61Nx20.0^Hx8.331Cu|tecR188 x4 Inside#1 R 173cf Total Available Storage � | | — Elevation 6urf.Areo |m.Gtom Cum.0om R | | 214M 136 V O 21621 136 301 301 Device Routing Invert Outlet Devices � #1 Discarded 214.07 7.500in1hr Exfiltration over Surface area #2 Primary 218.10' 4.0r x2.0'|ongCulvert CPP.square edge headwall, Ka=V.5O0 [� Outlet|nvert=21D.UO' G=O.O5UO7 Cc=O.9nO | \ n=O.V1D PVC,smooth interior FlDiscarded OutF!mw Max=0.02nfs @ 12.06hm MVV=21570' (Free Discharge) | | z-1=Exfiltration (Ex8|tration Controls 0.O2cfs) phmawOutF\mw Mux=U1V�s��121Ohro HVV=21032' TVV=OOO' (DynamicTui|wute� Fl � � � | | ��=�uk�� (|n|e\�un8n|aO1O��@1.61ops) � U = U = � | | ,� 1GG Salem Street, Conditions Type 0/24-h//O Year Storm Rainfa0=450" � | | Prepared[l Summary for Pond T1:South Total � | Inflow Area 0.884oc. 25,82% Impervious, Inflow Depth= 1.55" for 1O Year Storm event / Inflow = 1.95ds@ 12.07ho. Volumo= 0124d || Primary = 1.95cfs @ 12D7ho. Voluma= 0124af, /tten=0%. Lag=0.Omin Routing byDynStop(nd method,Time Gpon=O.VO-3O.0Vhrs.dt=O.U1hm/3 i | ~� Summary for Pond T2: East Total ` \ | Inflow Area O370oo 1204Y6|mpemiuus Inflow OS8'' for 1OYoorG{ormovan\ ' ^� � . � . � � Inflow = 0.58cfs @ 12.18hs. Volumo= 0.031 af Primary = 0,38cfs @ 12.18hm. Ndume= 0.031 af. AUen=0&. Leg=O.0min U ^� Routing byDyn'Gtop|nd method,Time Gpon=0.00-3h.VOhrs.dt=U.U1hrs/3 Fl Summary for Pond T3: North Total | | Inflow Area 1.678an. 2429%|mperviuus. Inflow Depth= 025^ for 1O Year Storm event [l Inflow = 0.42c:fs@ 12.18h/s. Vo|ume= 0.035af | | Primary = 0.42cfs@ 12.18hrs. Vo|ume= 0.035af. Anen=O96. Log=O.Omin [1 Routing byDyn'E8np|nd method,Time Spon=U.O8-36.nUhm.dt=0.D1 ho/3 U � U = R U � [� � � U = R U � R U � � U � R ) | | � U = � U � 186Sa|em Street, Proposed Conditions Type 0/24-hr 100 Year Storm HainfaN=6.50" � Printed 8/5/2008 � Fl Time span=U.00'38.0Ohrs.dt=0D1hrs.50O1 points x3 | | RunoffbySCSTR-20me�hod.UH=GCG \ *� � Reach routing byDyn-Stor-|ndmethod ' Pond routing byDyn-Stnp|ndmethod | | SubcuYahmenti:South Runoff Ama=39.221sf 20.56%|mpamious Runoff Depth 3.11~ Flow L*mgth=129 Tc=4.6min CN=68 Ronuff=3.44ufs 0233uf [l Subcatrhmero2:East Runoff Aea=14.�0� O.0U%|mpemiovn Roou0De��2.35' | | F�wLon�h=1S5' To=0.4min CN=61 Runuff=0.87vb 0,065at F1 Subcshchment 3.1:Area Contributing hmCatch Runo#Arew=7.745 sf 43.09%\mponi000 RunoffD*pth3.92' � \ \ p�*L n�h=1J� T�=5Or�n CN 77 R no*=085�� O05aw� e � = v � � � Suhcatchnen l2:Area Contributing h»Catch RunnffArea=8.809 sf 31.00%|mpervio"o RvnoKOepth=3.41^ | | Flo*bangth=1V0' To=5.1min CN=72 Runu8=0.83mfs 0.057af Subuutchnen 3.3:Area Contributing»oCatch Runoff Amu=1%.514sf 33.66%|mpewiouo Runoff Dopth 3.51^ Fq Flow LenUth=155' To=3.1 min CN=73 Runoff--1.42wfs 0.091 a( ( i Subcatchmamml4 Area Contributing h»Catch RvnvMAmo=1V.395 sf 43.89%|mpomimm RumffDepth=3.92" R P|mwLength=2D0' Tc=o.Omin CN=77 RunoO=1.10mfs 0.070a( U ^� Subcmmhment3.5:Area Contributing*o Runoff Ama=1V.288� 0.On%|mpeminua Runu*Dap�=2.35^ F�*Lon�h=s5' Tc=2.5min cN=81 Runuff=0J1 cfs 0.040at R U ~� Suhoutchmen,3.$:North Runoff Aeo=18.sOS� V.on%|mmamious Runo#Da�h=2.O8^ PmwL*m�h=15O' To=75min CN=58 Runoff--0.88cfsV.078af � > | Subnatohmemt RU: Roof 1 RunWfAreo=2.770sf 180.00%|mpervinoo RunnffDapth=O.26' Tc=1.Vmio CN=88 RunnM=0.48mfs n.V%3af R U Suboutohme�tR2�Ruof2 RunoKAmo=848� 1V0.00%|mpemiousRunoff De�h=6.2� - To=1Dmin CN=SB Runoff`O11 ob 0.008o/ � | | Subva/zhmertR3:Roof 1; Runoff Amq=1.g84sf 100.00%|mpomiouo RunoffDepth~8.2S^ Tc=1Dmin CN=gn Runoff=0.35mfs 0.024af SubcatchneruR4:Roof 4 Runoff Ama=1.e84sf 100.00%|mpnmioua RunoffDepth=0.2O^ ' | \ To=1.0min CN=98 Ronvff=0.35cfs 0.024uf Pond CB 1:Catch Basin 4:1 PaakElev=Z17B1' |mlmw=o.aSmfs 0.058of 12.n'x11.0'Culvert Outflow=085dp 0858wy Pond CB 2:Catch Basin#2 PpakE|ev=217.60' |m1o*=0.83mfs 0.057of 12.0'x21,U'Culvert Ou#kw=0.83cfs 0857af Pond CB 3,Catch Basin#3 P*akEkv=21O37' |nfkm=1.42mfs 0.091 af 12.o''x11.0'Culvert ootflpw=1.42ufs 0.091 uf Pond CB 4:Catch Basin#4 kElev=21o.31' |oflow=1.10cfs 0.08u, x24oCulvert ov#kw=110ut 0878of � 166 Salem Street, Proposed Conditions Type//1 24-hr 100 Year Storm Rainfall=6,50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCADE)8.50 s/n 001057 0 2007 HydroCAD Software Solutions LLC Page 58 Pond DMH A:DMH A Peak Elev=217.56' Inflow=1.68 cfs 0.115 at 12.0"x 253.0'Culvert Outflow=1.68cfs 0.115 of Pond DMH B:DMH B Peak Elev=216.96' lnflow=4.09 cfs 0.284 at 12.0"x 33.0'Culvert Oufflow=4.09cfs 0.284 of Pond DIP:Detention/Infiltration Basin Peak Elev=215.33' Storage=4,028 cf lnflow=4.76 cfs 0.330 of Discarded=0.35 cfs 0.265 of Primary=1.34 cfs 0.066 at Outflow=1.69 cfs 0.330 at Pond RRI:Roof Runoff Infiltration Area 1 Peak Elev=226.42' Storage=173 cf Inflow=0.48 cfs 0.033 of Discarded=0.02 cfs 0.024 of Primary=0.47 cfs 0.01 Oaf Outflow=0.49 cfs 0.033 of Pond RR2:Roof Runoff infiltration Area 2 Peak Elev=226.14' Storage=94 cf Inflow=O.I I cfs 0.008 at Discarded=0.01 cfs 0,008 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.008 at Pond RR3:Roof Runoff Infiltration Area 3 Peak Elev=219.45' Storage=173 cf Inflow--0.35 cfs 0.024 of Discarded=0.02 cfs 0.019 at Primary=0.46 cfs 0.004 of Outflow=0.48 cfs 0.024 at Pond RR4:Roof Runoff Infiltration Area 4 Peak Elev=219.45' Storage=173 cf Inflow=O.35 cfs 0,024 of Discarded=0.02 cfs 0.019 at Primary=0.46 cfs 0.004 at Outflow=0.48 cfs 0.024 at Pond T 1:South Total Inflow=3.76 cfs 0.243 of Primary=3.76 cfs 0.243 of Pond T 2:East Total I nflow=1.16 cfs 0.070 of Primary=1.16 cfs 0.070 of Pond T 3:North Total Inflow=1.98 cfs 0.148 of Primary=1.98 cfs 0.148 at Total Runoff Area=3.018 ac Runoff Volume=0.795 of Average Runoff Depth=3.16" 76.76%Pervious=2.317 ac 23.24%Impervious=0.701 ac � \ i � 66 Salem Street, Proposed Conditions Type 024h Year Storm Fainfa0=6.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 0 Summary for Smbcatchment1:South D = Runoff = 3.44cfs@ 12.07hs. Vdume= 0.233aL Depth= 3.11^ U Runoff bySC8TR'2O method,UH=GC8.Time Span=O.00-3ODOhro.dt=O.O1hm ^� Type III 24-hriOO Year Storm RainfaU=O.5O" U � 8064 98 Paved parking&roofs D ) | 33.221 69 Weighted Average *� 31.157 Pervious Area 8.064 Impervious Area R U To Length Slope Velocity Capacity Description [� 4.3 50 0.0400 019 Sheet Flow. \ | Gmos:Short n=0150 P2=310^ — 0.3 TD 0.0900 4.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps U 4.6 120 Total � Summary for Subcatchment 2: East U = Runoff = 0.87cfs@ 12.10hm. Vn|ume= 0.065af. Dep!h= 2.35^ F1 U Runoff byGCSTR-20 method,UH=8CG.Time Span=0.00-3O.8Ohrs.dt=O.O1hs = Type III 24'hr1OO Year Storm RoinfaU=0.50" RArea(sf) CN Description U = 14.500 Pervious Area � U Tc Length Slope Velocity F� tJ xu 0.0200 0.15 Sheet Flow, U Gross:Ghurt n=0.150 P2=3.10" 07 145 0.0600 3.67 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps \ \ 6.4 195 Total R Summary for Subuatchnnent3.1:Area Contributing$oCatch Basin#1 ~� Runoff = 0.05cfs @ 12.07hrs. Vo/umw= 0.058af. Depth= I92" | \ Runoff hyGCGTR-20 method, UH=SCS.Time 8pon=D.00-38.U0hm.dt=0.O1hm Type III 24hr1UO Year Storm RuinfaU=6.50" U � U = � U = 166 Salem Street, Storm U Prepared _ R \ H 3,337 98 Pave � 7.745 77 Weighted Average U 4.408 Pervious Area ~~ 5.337 Impervious Area R To Length Slope Velocity Capacity Description U � 4.0 50 0.0350 0.18 Sheet Flow, [� GrossShon n=0.150 P2=3.10" U 0.1 20 0D300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv=15.0fpo [� 0.3 65 0D300 3.52 Shallow Concentrated Flow, UPaved Kv=20.3 fps 5.0 135 Total | | Summary for Subcatchnmewt 3.2:Area Contributing to Catch Basin#2 |� Runoff = 0.83Us @ 12.08hs. Vo|ome= 0D57af. Depth= 3.41" U = Runoff hy8CSTR'2Omethod,UH=SC8.Time 8pun=O.00-3O.0Ohro.dt=0.O1 hrs Type III 24-hr10O Year Storm RoinfaU=O.5O" Area(sl) CN Description = � U 8.809 72 Weighted Average 6.078 Pervious Area [� 2.731 Impervious Area U Tc Length Slope Velocity R U 4.5 50 0,0400 0.19 Sheet Flow, Grass:Short n=n.15O P2=3.10" O4 55 OV3�0 �O0 ShaUmwConmen*�1edRov� Fl � � � | \ Grassed Waterway Kv= 15.OYpn ~� 0.4 85 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps | | ~.' 190 Total Summary for Subcabchnmen13.3:Area Contributing ko Catch Basin#3 U ^� Runoff = 142cfs @ 12.05hrs. Vn|ume= 0.091ef, Dep*h= 3,51^ [� Runoff by8C8TR-2O method,UH=GCG.Time Gpan=O.OV'30.VOhrs.dk=O.01hm U ~� Type III 24hriOO Year Storm Rainfa|{=0.5O" R U � 0 U = R U � 166 Salem Street, Proposed Conditions Type/024-hr1OO Year Storm Rainfa0=650" � U Prepared � Area(sf) CN Description U 4,549 98 Pave � Fl 13,514 73 Weighted Average � U 8,965 Pervious Area = 4.549 Impervious Area � Tc bmv^' G| VVelocityVelocityC o� Description | | ~ m 23 50 02000 0.37 Sheet Flow, |\ Grasa:Ghort v=0150 P2=3.10" iJ 02 25 0.0280 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0fps | R 0.0 80 0.0120 222 Shallow Concentrated Flow, UPaved Kv=20.3 fps � 31 155 Total [q USummary for Subcatchmont 3.4:Area Contributing hm Catch Basin#4 Runoff = 110cfs @ 12.08hra. Volume= 0.078a[ Depth= 3.92" Runoff bySCSTR-2Dmethod, UM=8CG.Time 8pan=O.00-3O.00hm.dt=O.O1 hm Type III 24hr1DO Year Storm RainfaU=6.50r Area(sf) CN Description � 4,479 98 Paved parking&roofs 10,395 77 Weighted Average � } | 5,916 Pervious Area Fl 4,479 Impervious Area Tc Length Slope Velocity � | 4.8 50 0,0300 0.17 Sheet Flow, Grass:Short n=O.150 P2=3.10^ O�4 50 0�V200 2�12 ShaUmwConoen�o�dFlow, Fl | \ Grassed Waterway Kv= 15Dfps � = OJ 100 0.0120 222 Shallow Concentrated Flow, Paved Kv=20.3 fps � \ .~ ^~. Total = ' Summary for Subcatohment3.S:Area Contributing to Infiltration Basin U \ = Runoff = 071cfo@ 12.04hra. Vo{ume= 0.046af. Dopth= 2.35" / | �l Runoff bySCGTR-2O method. UH=8CS.7lmeSpan=0.00-30.00 hrs.dt=081 hm Type III 24'hr1OO Year Storm Rainha||=O.5O" | � U R U | � | 166 Salem Street, Proposed Conditions Type/H 24-hr 100 Year Storm Rainfafl=6.50" Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 HydroCAD98.50 s/nOO1057 @2007 HydroCAD Software Solutions LLC Page 62 Area(sf) CN Description 10,286 61 >75%Grass cover,Good,HSG B 10,286 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/fl) (ft/sec) (cfs) 2.5 50 0.1600 0.33 Sheet Flow, Grass:Short n=0.150 P2=3.10" 0.0 15 0.1700 6.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.5 65 Total Summary for Subcatchment 3.6: North O Runoff = 0.98 cfs @ 12.12 hrs, Volume= 0.078 af, Depth= 2.08" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area(sf) CN Description 9,700 55 Woods,Good,HSG B 9,905 61 >75%Grass cover,Good,HSG B 19,605 58 Weighted Average 19,605 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.6 50 0.1000 0.13 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 0.9 100 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv=5.0 fps 7.5 150 Total Summary for Subcatchment R11: Roof I Runoff = 0.48 cfs @ 12,01 hrs, Volume= 0.033 af, Depth= 6.26" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-36.00 hrs,dt=0.01 hrs Type III 24-hr 100 Year Storm Rainfail=6.50" Area(sf) CN Description 2,779 98 Paved parking&roofs 2,779 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, R U w 166 Salem Street, Proposed Conditions Type 0/24-hr100 Year Storm Rainfa0=650" � Printed@5/2O08 � Fl Summary for SubuatuhnlemdR3: Roof 2 ^� .. � Runoff = O.11c�� 12.01h� �. Vo|ume= O�0V8� Dop�= O,�7 U Runoff byGCSTR'20 method, UH=8CG.Time Gpan=0.00-JO.00hrs.dt=0.Ulhre w Type III 24-hr1VO Year Storm RaintaU=0.50" F� Area(sf) CN Description 848 Impervious Area R U � Tc Length Slope Velocity D 1.0 Direct Entry, LJ Summary for SubcatchnmontR3: Roof 3 |l Runoff = 0.35cfs @ 12.01 hrs. Vdume= 0.024aC Deptb= 6.28" [� Runoff hySCGTR-2O method,UH=GCG.Time Span=0.n&36.Onhro.dt=n.O1hrs | \ Type III 24hr10U Year Storm Rainfa|\=G.5O" Area(so CN Description ^^ 1.884 Impervious Area � U Tc Length Slope Velocity = 1.0 Direct Entry, U Summary for SuboatchnoentR4: Roof 4 R | | Runoff = 0.35cfs@ 12.01hrs. Vn|ume= 0.024af. Depth= 6.26" � Runoff bySCGTR-20 method,UH=8CG.Time Gpon=U.O0-38,0Uhm.dt=O.O1 hrs / Fl Type III 24-hr1OO Year Storm Raiofa||=6.50" Area(sf) CN Description � U . � H ~� ..984 Impervious Are" � Tn Length Slope Velocity Capacity Description 1.0 Direct Entry, | � R U = � U � � U | ~� | / � U � 16G Salem Street, Proposed Conditions TypoAY24-hrfO0 Year Storm RaintaV=850" � Printed 8/5/2008 � Fq Summary for Pond CB1:Catch Basin#1 � Inflow Area= 0.178oc. 43.O9Y4Impervious, Inflow Depth= 3.82" for 1OO Year Storm event [l Inflow = 0.85dfs @ 12.07hra. Vdumm= 0.058of | | Outflow = 0.85cfs @ 12.07hrs. Vn|ume= 0.050aC AVen=OY6. LeQ=ODmin - Primary = 0.85cfs @ 12.07hm. Vo|ume= 0.058af R | \ Routing byOyn^8mp|nd method,Time Spon=V.00'3O,OOhm.dt=0.01 hrs/3 ^� Peak Bev=217.51'@ 12.07hrs Flood Bev=22O.38' Device Routing Invert Outlet Devices #1 Primary 216.36' 12.0" x 11.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 [1 Outlet\nvert=21O.3O' 8=O.0O557 Cc=O.SUO n=O.013 U phmamvOmfflmw Mex=0.84cfu@12.0 hra HVV=217.60' TVV=217.55' (OynemicTailwater) F] t-1=Cu|vert (inlet Controls O.84mfs@1.O7fps) U ^° Summary for Pond CB2:Catch Basin#2 R U Inflow Area 0.202au. 31.0096Impervious, Inflow Depth= 541" for 1VV Year Storm event Inflow = 0.83ofn@ 12.08hm. Vo|umm= 0.057uf Outflow = 0.85ufs@ 12.08hrs. Vo|ume= 0.057af. AMan=OY6. Lag=KOmin Fl Primary = 0.03cfs@ 12.08hm. Vo|ume= 0.057of � Routing hyDyn-SUop!nd method,Time 8pen=0.0&'36.O0hrs.dt=O.01hs/5 Fl Peak Bmv=21T.5O'@12.O7hrs | | Flood E|ev=22O41' � Device Routing Invert Outlet Devices | \ #1 Primary 216.41' 12.0' x31.0'long Culvert RCP,sq.uut end projecting, Ke=V.5O0 Outlet|nved=21S.30' S=0.00527 Co=0.900 n=0.013 | � � | ( ob@12.O8ho HVV=217.59' TVV=217.54' (DynamicToikvoter) ^° t-1=Cuked (Inlet Controls n.83cfs @1.O0fps) � U Summary for Pond[B3:Catch Basin#3 � Inflow Area 0.325ec. 367OY6Impervious, Inflow Depth= 3.35' for 1OV Year Storm event Inflow = 1.42 12O5hs' Vo|umo= OO91 af ' \ | � � � Outflow = 1.42cfs @ 12.05hm. Vulumn= 0.091a[ Atten=0&. Lag=O.Vmin Primary = 1.42cfs @ 12.05hm. Vn(ume= 0.091af � / \ | Routing byDyn-Gmp|nd method,Time Gpon=O.00-5G.DOhro.dt=U.U1hru/3 � Peak Bev=218.37'@12.O5hm i F|oodBev=2217� � � = � | | Device Routing Invert Outlet Devices Outlet|nvert=21T50' S=0.01827 Co=0.900 n=0.013 Fl � U � 1G6 Salem Street, Proposed Conditions Type/024-hr1OO Year Storm Rainfa0=6,50" Prepared by Christiansen Sergi, Inc. Printed 8/5/2008 | | PrimamOutF!mw Mox=1.42 cis @12.O5hro HVV=218.37' TYY=216.88' (DynamioToilwa(er) \ 1--I=Cu|ved (Barrel Controls 1.42 cis @3.50fps) � U Summary for Pond CB4:Catch Basin#4 Inflow Area 0233oc. 43.09Y6Impervious, Inflow Depth= 3.92, for 1OO Year Storm event \ } Inflow = 11U cis @ 12.09hrs. Vnlume= 0.078a[ Outflow = 1.10cfs@y 12.03hrs. Vulume= 0.078oC Atten=0%. Lag=O.Omin Primary = 1.10nf»@ 12.09hro. Vobme= 0,078af LJ Routing byDyn-SVor-|nd method,Time Span=U.On'3GDOhrs.dt=V.01hro/3 � Peak Bev=21D.81'@ 12.09hs ' Fq Flood Bev=221 7�� Device Routing Invert Outlet Devices #1 Primary 217.70' 12.W' x24.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 | | Outlet|nvert=217.50' G=0.00837 Cn=0.900 n=0D13 phmamOu0F|mw Mox=1.O9 cis @y12.O9h/s HVV=21831' TVV=218.89' (DynamicTai|wmter) Fq t-1=Cmvert (Barrel Controls 1UScfu��13fps) | \ � � Summary for Pond DMMA: DMMA U ^� Inflow Area 0.380ac. 36.6896 Impervious, Inflow Depth= 3.65" for 1OO Year Storm event Inflow = 1.88ci»@ 12.08hrs. Vo|umo= 0.115af [� Outflow = 1.00 cis @ 12.08hro. Vo|ume= O.115of. A#en=D%. Lmg=O.Omin \ | Primary = 1.68cfo@ 12.08hrs. Vo|ume= 0.115m[ RnutingbyDyn�to�|ndm�hod Time ��OO1 #o/3 Fl ' � ' � \ | PeokBov=217��@ 12.07hm ~~ Flood Bev=22O78' � Device Routing Invert Outlet Devices U #1 Primary 21630' 12.0' x253.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 | Outlet| d=2i�2� G=0VO4U'r C O8V0 0 u e* nva � � c= � n= .O13 Primary� M OutFlow Inflow Area 0.944 ac, 38.30%Impervious, Inflow Depth= oo/ for /uo Year Storm event O284af 0.284af. Atten=OY6. Lag=U.Omin n.284af Routing by Dyn-Stor-Ind method,Time Span= .00hrs.dt=0.01hrs/3 166 Salem Street, Proposed Conditions Type 0/24-hrY00 Year Storm Reinfa0=850" R U Prepared RDevice E2�� Invert Outlet Devices U #1 P�� 21�� 1�� x��C�� P.s� end projecting, Ke=O�O - Outlet Invart=214�0' S=O.014O7 Cc=U.SOO n=OD13 U primoryOutFlow Max=4.09«fs@12.0hoHV =216.96' TW=21478' (DymmmicTailwater) t-1=Cukert (Inlet Controls 4.U8cfo@52Ofps) U Summary for Pond DP: Detention/infiltration Basin � Inflow Area 1.180ou. 3O83Y6Impervious, Inflow Depth= 336" for 1OO Year Storm event Fl |mDmw = 47Gnb 12UOhrs' Vu|uma= 0J3Vaf l | � � � Outflow = 1f9oh @ 12.35hm. Vdume= 0.330at Aftan=G5&. Lag= 17.3min Discarded = 0.35cfs @ 11.65hm. Volume= 0,265af Primary = 1.34dfs @ 1235hm. Vo|ume= 0.086af | \ Routing by p|nd method,Time 36.00hs.dt=0.01hm/3 Peak Bev=215.3J@y12.35hrs Gur[Aee=3.516 sf Stonage=4.n28cf | | ~� Plug-Flow detention time=(not calculated:outflow precedesinUnw) Center-of-Massdet.time=03.3 min(8OgJ-82&5) Volume Invert Avail.Storage Storage Descri2tion U � #1 213.75' 6.774cf Custom Stage Data(Prisnado)Listed below(Rocolc) � U Elevation 6urf.Area inc0une Cum.GVum [l 21375 2.040 0 0 U 214.00 2.180 525 525 21475 2.520 1.755 2.280 21O0O 4O7O 4494 �774 Fl � ' ' ' Device Routing Invert Outlet Devices � Fl #1 Discarded - ' ds----n --'-above invert| | #2 Primary 215.00' 90.0 deg x�0'long xO.5Orise Sharp-Crested\ee/TmpWeir C=2.50 = .05hs HVV=213J8' (Free Discharge) [� z-1=1E:tibratimm (Exhkration Controls O.35db) ~^ Primary OutFlow ox=1.34ufs@12.35hm HVY=215.33' TVV=0.00' (DynomioTaikwaer) R z-2=Sharp-CrestedVee/Trap Weir (Weir Controls 1.34/fs @1.74fps) U = Summary for Pond RRI: Roof Runoff Infiltration Area 1 R U Inflow Area U,O64ac.10O.0OY6Impervious, Inflow Depth= 626' for 1VV Year Storm event - Inflow = 048cfs @ 12.01 hrs. Vo|ume= 0D35ot Outflow = O49��@A 12O2hs Vo|ume= OV��af AMen=O96 Lag=O2min [� � � . � . . � | | Discarded = O.O2cfs @ 11.84hrs. Vo|ums= 0.024s[ ^* Primary = 047cfa@ 12.02hra. Vo|ume= 0.010af R Routing byDyn'Stopind method,Time Span=D.00-55.UDhm.d,=OD1hrs/3 U = R U = D U � 1G6 Salem Street, Proposed Conditions Type 024-hr1DO Year Storm Roinfa0=657" Prepared by Christi Peak Elev=226.42'@ 12.02hrs 8urf.Ama=136 sf Storage=173 cf ~� Plug-Flow detention hme=(not calculated:cull low precedes inflow) Contepof-Mauudet.hme=34.5 min(775.9-7SS.3) Volume Invert Avail.Storage Storage Description #1 218.80' 85of Crushed Stone Around Chamhers(Phsmadc)Liomdbo|mw(Reoa{o) Q 3O1cf Overall'07uf Embedded=213cf x4O.OY6Voids || #2 219.30' 87cf 33.6'Wx20.0'Hx6.331Cu|1eoR4*0 x4 Inside#1 R 170d Total Available Storage N Elevation Surf.Aea |ncGme Cum.Stona R | | 218.80 136 O 8 221.01 136 301 301 Device Routing Invert Outlet Devices N = #1 Discarded 218.0/ 7.500in/hrExfiltradon over Surface area #2 Primary 225,00' 4.0^ x2.0'|ungCulvert CPP.square edge headwall, Ka=O.5OO y� Outlet|nvert=224SO' S=OO5OOY' Co=OSO0 | \ � � � = n=O�O1O PVC,smooth Fl .84hs HVV=220.49' (Free Discharge) [� —1=EmUltraUon (ExfiKndion Controls O.O2cfs) Fl Primary OutF|mw Max=046ob@12.02hro HVV=22639' TVV=ODO' (DynamicTaihm«ar) U 1-2=Cu|wert (Inlet Controls V.4Oda@5.33fps) = Summary for Pond RR2: Roof Runoff Infiltration Area 2 U ~� Inflow Area O.U15ac.10V.O0WImpervious, |nUmwDopth= 626" for 1OO Year Storm event Inflow = 011ofs 12.01he. Vo|ume= 0D08a[ U Outflow = 0.02dfs @ 12.46hm. Volume= 0.008a[. A#on=O5%. Lag=2O.8min Discarded = 0.01ofs @ 12.13hm. Vo|ume= 0.008af Primary = O.00cfs@g 12.46hrs. Vo|uma= 0.000af � \ \ Routing byDyn-SVop|nd method,Time Gpan=O.00'3G.VOhro.dt=0.01hm/3 Peak Bav=226.14'@12.4Ohro Gurf.Anea=7Oof 0onaQe=94cJ � U Plug-Flow detention timo=(not calculated:outflow precedes inflow) ~� Centerof-Maoode1.timo= JS.4 min(778.D-783.3) � Volume Invert Avail.Storage Storage Description U ^� #1 222D0' 50of Crushed Stone Around Chambers(Phsmabx)Listed below(Reca|c) 1O0d Overall-44cf Embedded=124of x4O.0%Voids Fl #2 222.50' 44d 3I6"Wx20.0^Hx6.331CuhecR480 x2 Inside#1 U � R U � � U � 1GG Salem Street, Proposed Conditions Type It/24-hr1OD Year Storm Ruinfa0=650" � Printed 8/5/200 � Elevation Gurf.Anea |nc.0oro Cum.0ne 222.00 76 U O 22421 76 168 108 Device Routing Invert Outlet Devices #1 Discarded 222.00' 7.50Vin/hrExfibmton over Surface area | | #2 Primary 226.10' 4.0' x%.O'lonQCulvert CPP.square edge headwall, Ka=O.5UO Outlet|nven=22G.0O' 8=O.O5OO'y Cc=O.8UO n=O.O1O PVC,smooth interior Discarded OutFow Max=0.01 ob@ 12.13hre HVV=223.68' (Free Discharge) z-1=Exfibraton (EmD)hation Controls V.01cfs) \ \ Primary OutF|nw Mox=0.00cb@12.46hm HVV=226.14' TVV=217.97' (DynamiuTailwatar) ^� f--2=cu|vart (inlet Controls O.00ds@O.5Ofps) ( | Smnmmmary for Pond RR3: Roof Runoff Infiltration Area 3 Inflow Area OO4�oo1OOO�&|mpemiuum Inflow O26' for 1OO Year 0nrmevent � . � . � \ | Inflow = 0.35ds @ 12.01hrs. Volume= 0.024a[ Outflow = 0.48cfs @ 12.02hs. Vo|ume= 0.n24ef. AVen=O96. Lag=O.%min Discarded = 0.02ds @ 11.97hru. Vn|ume= 0.019of Fl Primary = 0.46cfs@ 12.02hm. Vu|umo= 0.004ef U w Routing byDyn-SVop\nd method,Time Gpon=O.UO'38.OVh/s.dt=O.U1 hs/3 [l Peak Elev=21945'@12.02hm Gurf.Anee=130of GNrago=173cf U *� Plug-Flow detention hme=(not calculated:outflow precedes inflow) Cen0ar-uf-Maandei.hme=38.4 min(775.8'7%S.3) Volume Invert Avail.Storage Storage Description � #1 214.00' 85nf Crushed Stone Around Chambers(Phsnadc)Listed below(Reca(c) � Fl 3O1dOvem|| O7cfEmbedded=213of x4OUY4Voido | | - � #2 214�5� �7of ��G^VVx20.0'�Nx6.33LCukecR#V0 x4 Inside#1 Fl 173cf Total Available Storage U = Elevation Surf.Areo |nc.Stom Cum.Ghona � i | 214DO 136 D n 21621 136 301 301 #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface areaDevice Routing Invert Outlet Devices � #2 Primary 21810' 4.4^ x2.V longCukert CPP square edge headwall, Ke=U.5OO | | Outlet|nvort=218.OU' S=O.O50O7 Cn=O.SUO ^° n=O.O1O PVC,smooth interior � U w � U = � U � 166Sa|*m Street, Proposed Conditions Type 024-hr 100 Year StormRainfall=6.50" 0 Prepared Christiansen Sergi, Inc. Ph�� R�2�8 | | � | | Discarded OuxFlow cfs@ 11.97hmHVV=215�9' (Free Discharge) t—l=Exfiktra*mm (Ex8hrahun Controls O.U2cfs) | | phnaryOutFVmw Mnx=0.45cfx@ 12.02ha HVV=219.44' TVV=O.00' (OynamiuToikwaer) LJ t-2=Ku|vvrt (inlet Controls 0.45cfs,@6.21fps) R Summary for Pond RR4: Roof Runoff Infiltration Area 4 U |m low Area= O.O48ac,1OO.00%Impervious, Inflow Depth= 8.26" for 18V Year Storm event U Inflow = 035 cfs @ 12.01hm. Wduma= 0.024af || Outflow = 0.48efs @ 12.02hm. Vo|ume= 0.024of. A#en=O96. Lag=O.3min Discarded = 0.02cfs@ 11.97hm. Vv|ume= 0.019af R Primary = 0.48cfo@ 12.02hm. Volume= 0.004ef U— Routing hyDyn-Stnp|nd method,Time Gpan=0.00-3g.O0hrs.dt=O.O1hrs/3 PeakBev=21S45'�� 12O2hru Gu�Aneo= 130� GtnmQo=173of [l � � � � L� Plug-Flow detention 8me=(not calculated:ouUlow precedesinOow) Cnnta+of-Mauede*.hme=OS.4 min(775.O-739.3) Volume Invert Avail.Storage Storage Description U = #1 214.00' 85of Crushed Stone Around Chambers(Phsmadc)Listed below(Reoa|o) [� 301cf Overall-OTof Embedded=213cf x4V.OY6Voids | \ #2 214.50' 87d 33.6'Wx2V.O'Hx6.33'LCuheuR480 x4 |noida#1 [� 173of Total Available Storage U Elevation SuriAeo |nc.Store Cum.0oe (feet) (sqft) (cubic-feet) (cubic-feet) | | 214.00 136 O U ^� 21621 136 301 301 � Device Routing Invert Outlet Devices U ~� #1 u/ammeu 21*.00' 7.5uo/nmrEmomrauon over Surface area #2 Primary 218.10' 4.0' x2.0'long Culvert CPP.square edge headwall, Ka=n.5OO Fq Outlet|nveh=218.00' G=O.O5O07 Co=U.9OU U n=OD1O PVC,smooth interior Discarded 0utF|mw Max=0.02cfs;@11.97hrs HVV=21589' (Free Discharge) U c-1=EmDkmdon (EmOhmtion Controls V.V2ofa) pdnamOutF|mw Max=O45c��202hrs HVV=21944' TVV=ODO' (DynumiuTmi�ate� y� � � � � i \ z—�=�u|ve� (\n|e�Contrusn.45ds @521fps) � U U� U ^� 16G Salem Street, Proposed Conditions Type 0/24-hx1O0 Year Storm Roinfa0=650^ � Prepared by Christiansen&Sergi, Inc. Printed 8/5/2008 | | [� Summary for Pond T1: South Total U ** Inflow Area 0.964mc, 25,82%Impervious, Inflow Depth= 3.02" for 100Yee Storm event Inflow = 3.76efs @ 12.00hrs. VWuma= 0.243af | � Primary = 376(-,fu@ 12.06hrs. Vo|ume= 0243of. Attan=DY6. Lag=0.Umin � Routing byDyn-Stor-|nd method,Time Gpan=0.00-36.UUhrs.dt=O.O1hrs/3 � U ^^ Summary for Pond T2: East Total Inflow Area OS70ao' 12D4'�|mpamiuuo Inflow 22O^ for 10n Year�onnevent | | � � ' � Inflow = 1.16dfs@ 12.08hm. Wdumo= 0.070af Primary = 1.16(.fs@ 12.08hm. Vo|uma= 0.070af, Aften=OY6. LaQ=O.Vmin R | | Routing byDYn'Stop|nd method,Time Gpan=0.OV-OO.00hm.ck=O.U1hrs/3 R Summary for Pond T3: North Total U Inflow Area 1.870oc. 24.29%|mpemious. Inflow Depth= 1.06" for 10O Year Storm event Fl Inflow = 1.88cfs@ 12.30hm. Vu|umo= 0.148af � | Primary = 1.98ofs @ 12.30hro. Vo|ume= O.140utA#an=OY6. Lag=U.Omin = Routing byDyn-Stop|nd method,Time Gpan=O.00-3O.0Ohm.dt=O.O1 ho/3 M U � M U � Fl = � U � � U = � U = � | | � R U � R U = Section III: Soils Analysis Stormwater Management Report for "The Captain Nathaniel Berry Homestead",North Andover,Mass, Iff) Soils Analysis According to the Soil Conservation Service Soil(S.C.S.)Survey of Essex County, Massachusetts,the following soil type is found on the project site: CmB Charlton fine sandy loam, 3 to 8 percent slopes Hydrologic Soil Group B Figure 3: Soil Conservation Service Soil Map shows the portion of the Soil Survey map that includes the project site. oThe results and locations of the test pits and infiltration tests performed on the site are included on Sheet 2 of the Definitive Subdivision Plan. FIGURE J.- S.C.S. SOILS MAP SCALE: 1" _ 200' 4, k' i x `k AL .h ! a Section TV: Sediment Forebay Sizing Calculations OStormwater Management Report for "The Captain Nathaniel Berry Homestead",North Andover,Mass, IV) Sediment Forebay Sizing Calculations The sediment forebays in the detention areas have been designed to accommodate a volume equal to 0.1 inches of runoff times the area within the contributing watershed, as follows: Volume required=0.1 in x 1.68 acres=0.168 acre-inches=6109 cubic feet. Forebay volume provided=680 cubic feet. i 0 Section V•. Operation and Maintenance Plan U i Q Stormwater Management Report for "The Captain Nathaniel Berry Homestead",North Andover,Mass, V) Operation and Maintenance Plan A. Maintenance Standards-Prior to Acceptance i) As required by the Board, all control structures and associated systems shall be inspected for functionality and damage at least twice each year by the Board's Subdivision Inspector or an agent of the Town. The costs for such inspection shall be paid by the Applicant. ii) The Applicant shall be responsible for cleaning sediment and debris from catch basins at least annually; additional cleaning may be required by the Board. iii) The Applicant shall be responsible for removal of trees, bushes and /or other growth in the sedimentation basins, and for keeping live native specie vegetative cover on the banks of such basins. Replacement for dead vegetative cover and re-seeding shall be completed promptly. iv) The Applicant shall repair or replace any damaged system to the satisfaction of the Board; the Applicant shall be responsible for any damage due to flaws in design or construction. v) The Applicant shall be responsible for cosmetic maintenance such as periodic mowing of grassed areas in sedimentation basins. B. Acceptance of the System i) Prior to any acceptance by the Town or by another entity, the control structures shall be subject to a final inspection by the Board's Subdivision Inspector and/or the Town's agent;the cost of inspection shall be paid by the Applicant; the inspection shall assure compliance with the following elements: a. The system has been constructed in accordance with the plans approved by the Board. b. All construction debris has been removed. C. Sediment has been flushed from pipes by a pressure wash. od. Catch basins and detention/retention structures are free of sediment. 0 e. Ground cover is fully established on slopes. ii) No release of security for erosion and sedimentation control measures shall be granted until the Board is satisfied that the systems comply with the plans. iii) If as a result of the final inspection the Applicant is found to be in non- compliance with the plans, the Board may use the security to assure that the control system(s) is/are brought in to conformance and is/are cleaned and maintained properly in accordance with the plans. C. General Requirements The Applicant shall secure future maintenance of the stormwater system by a proper bond or by a deposit or money of an amount as determined by the Board. Such security must be established to the satisfaction of the Board prior to release of any lots within the development and prior to the Board's sign-off of building permit. In the event that the applicant does not follow maintenance procedures and programs as approved by the Board,the Board shall have the authority to expend any portion of said security to provide such maintenance. In the event that the stormwater system is accepted by the Town or any private association and/or trust, and, therefore the Town or a private association and/or trust, assumes the ownership of said system, any remaining portion of this security may be refunded to the applicant or the homeowner's association as Odeemed appropriate by the Board.