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HomeMy WebLinkAbout2005-02-02 Drainage Report SPR andover consultants NOV I Drainage Report Nofii i't I for Proposed Hangar project Lawrence Municipal Airport 492 Sutton Street North Andover, Massachusetts Date: November 18, 2004 Prepared for: Dale Gross P.O. Box 785 Middleton, Massachusetts Prepared by: Andover Consultants, Inc. 1 East River Place Methuen, Massachusetts JOSEPH P. BURKE CIVIL T Proposed Han er Pro'ect andaver �CQF1SUItants i SITE DESCRIP`IION The project site is located within the Lawrence Municipal Airport at 492 Sutton Street in the town of North Andover, The project proponent proposes to construct a metal hangar building approximately 12,000 SF to store aircraft. The hanger will require a paved driveway to access an existing taxiway. The building slab elevation is proposed at elevation 152 and will require a cut of approximately 10-ft into an existing grass knoll. The top of the knoll is at elevation 162 and slopes down to the taxiway at elevation 149. The site will be located on a leased parcel of land owned by the airport. The building will require water and sewer services and electric and telephone services. DRAINAGE REPORT The purpose of this drainage analysis was to study the stormwater runoff impacts associated with the additional impervious surface from the proposed building and driveway. The studied area has three drainage patterns. See Figure 1, Pre-Development Subcatchment Areas. Peak rates of runoff for both pre-development and post- development conditions for the 2, 10 and 100-year storm events were calculated in accordance with the town of North Andover Zoning Bylaws Section 8.3. The hydrologic analysis was conducted using HydroCAD software based on the Soil Conservation Service TR-20 routing program. The soil within the limit of the proposed development according to the USDA SCS Soil Survey for Essex County,is identified as Urban Land(Ur) soils. There is no soil classification in the Essex County Survey for this soil type. Soil testing was performed on the site. Refer to the Soil Evaluation Forms included with this report. The soil was classified in the field as a fine sandy loam with a failing percolation rate and high groundwater. Based on this information, the soil will be analyzed as a"C" soil. Runoff from Subcatchment A is collected into a grassed Swale and flows southerly to a series of two catch basins and into an 18" drain line system which discharges through a headwall into a wetland system located south of the airport taxiway. Runoff from Subcatchment B is also collected into a grassed Swale and flows northerly into a catch bassi dxywell. Runoff fiom Subcatchment C flows to a catch basin system in the existing parking lot located in fiont of the control tower. It is uncertain where this catch basin system discharges to, however, under proposed conditions runoff rates would be reduced for this area. Under proposed conditions, Subcatchment A will accept additional drainage area and more impervious area. Subcatchments B and C will experience a reduction in drainage l Andover Consultants Inc. Phone: (978) 687-3828 1 East River Place Fax: (978) 686-5100 Methuen, MA 01844 I i Pro used Hanger Pro'ect Andover consultants lnc. area and a reduction in peak rates of runoff. Therefore it is not necessary to mitigate runoff to areas B and C. The remaining focus of discussion will be on Subcatchment Area A. Soil testing was conducted near the bottom of the grass slope in front of the taxiway to determine seasonal high groundwater elevation and percolation rate of the soil. The seasonal high groundwater at the location of the test pit was estimated at 2-ft below grade. The percolation test failed, Given these results, stormwater retention facilities are not practicable to mitigate runoff from the proposed impervious areas. Instead, An analysis was conducted to determine the capacity of the existing 18" drain line and its ability to assimilate the additional runoff generated from the proposed development. STORMWATER QUALITY AND STORMWATER RECHARGE The design incorporates water quality devices to assist in removal of oils and sediments generated from the impervious pavement. It should be recognized that this project does not require adherence to DEP's Stormwater Management Guidelines. The stormwater quality devices incorporated into this design include a grass swale, a catch basin equipped with a hood and sump, and a sediment and oil separator unit. The existing swale system located along the edge of the taxiway will provide additional water quality benefits. The leased area being utilized by the development does not have adequate area to provide above ground stormwater facilities to detain or retain stormwater runoff. Consideration was made to provide an alternative to impervious pavement. Pervious pavement would allow infiltration of runoff and provide recharge to groundwater. However,the applicant expressed concerns that alternative pervious pavement may cause damage to planes as they approach the hanger. In addition,the evidence of high groundwater suggests the possibility of impediment of the infiltration of runoff through the pervious pavement and the possibility of pooling of water on top of the pavement by restricting infiltration. Therefore, concrete or bituminous pavements are the only acceptable applications. Also, because of the high groundwater associated with cutting the grade down, stormwater recharge under the parking area is not a practical solution to decreasing the runoff rate from the site. STORMWATER CONVEYANCE SYSTEM The proposed drainage system consists of one catch basin, which will collect building and pavement runoff. The runoff will flow through an oil and grease separator unit. A grass swale is also proposed along the south side of the building and pavement area, which will collect runoff from the building, pavement and sloped area and mitigate the runoff to the proposed catch basin. A proposed 12" storm drain will carry the stormwater from the sediment chamber to an existing catch basin. The existing catch basin does not have a sump and therefore does not have sediment removal capabilities. Connecting the 12"drain to the existing catch basin should not reduce its capacity to function as 2 Andover Consultants Inc. Phone: (978) 687-3828 1 East River Place Fax: (978) 686-5100 Methuen, MA 01844 I Proposed Hanger Project and covsr onsultants Inc. designed. An existing 18"drain then carries the stormwater under the bottom of the existing grass swale to a headwall which discharges the stormwater into a wetland system, Pipe flow calculations indicate that the 18" storm drain has adequate capacity to accommodate additional flow generated from the proposed development. See Closed Drainage System Calculation included with this report. Peak runoff rates for Subcatchment A are increased under proposed conditions. Peak runoff rates for Subcatchments B and C are reduced under proposed conditions. See Table 1 for the peak flows of each storm event. Table I -Pre-Development vs. Post-Development Peak Rates of Runoff 2 Year Storm 10 Year Storm 100 Year Storm (3.1 inches) (4.5 inches) (6.4 inches) Receptor Exist. Prop. Exist. Prop. Exist. Prop. (CFS) (CFS) (CFS) (CFS) (CFS) (CFS) Design Point 1 2.70 4.56 5.40 8.29 9.37 13.57 Design Point 2 0.61 0.23 1.25 0.47 2.18 0.81 Design Point 3 2.93 2.53 5.31 4.44 8.73 7.14 SUMMARY The proposed drainage system incorporates sufficient drainage and water quality devices that should adequately mitigate stormwater runoff from the development. The existing drainage system has adequate capacity to handle the additional flow generated from the proposed development. The existing swale system has the added capacity to handle the additional flow generated from the 100-yr storm event. The estimated high groundwater and poor soil absorption capabilities make it impracticable to install underground stormwater facilities to detain or retain stormwater runoff. The leased area being utilized by the development does not have adequate area to provide above ground stormwater facilities to detain or retain stormwater runoff. 3 Andover Consultants Inc. Phone: (978) 687-3828 1 East River Place Fax: (978) 686-5100 Methuen, MA 01844 I .�r r e ►;� Y J�t M;� �` n SUBCATCHMENT B ` fu AREA=0.50 ACRES EXISTING --,- .DMNLINE = 1 . t SUBCATCHMENT A f AREA=2.42 ACRES v HEADWALL , ' DISCHARGE SUBCATCHMENT C , a ��, TO WETLANDS AREA=1 .72 ACRES 18 RCP DRAIN LINE a SU'TTON STREET A 1 LEGEND � .�..A DRAINAGE TRIBUTARY DESIGN POINT AREA BOUNDARIES FIGURE 1 PRE—DEVELOPMENT SUBCATCHMENT AREAS FLIGHT CRAFT HANGAR LAWRENCE MUNICPAL AIRPORT NORTH ANDOVER, MA andover Prepared for consultants DALE GROSS inc. SCALE: 1"=200' DATE: NOV. 2004 1 East River Place, Methuen, Mass. SUBCATCHMENT B f�*AREA=0.18 ACRES � 1 �r ROPOSED 18" RCP DRAIN LINE EXISTING . �-©RAINUNE 1� SUBCATCHMENT A AREA=3.11 ACRES n ! HEADWALL DISCHARGE �= SUBCATCHMENT C �` TO WETLANDS AREA=1 .3 Q kCRES 18" RCP DRAIN LINEUzi O ®` SUTTON STREET '` - f .00 LEGEND m _m m -" m m DRAINAGE TRIBUTARY DESIGN POINT AREA BOUNDARIES FIGURE 2 POST-DEVELOPMENT SUBCATCHMENT AREAS FLIGHT CRAFT HANGAR LAWRENCE MUNICPAL AIRPORT NORTH ANDOVER, MA andover Prepared for consultants DALE GROSS Inc. SCALE: 1"=200' DATE: NOV. 200411 East River Place, Methuen, Mass. ,. .�G k , r`^.,.aP".f - a, a x- .,, -..� �.�, .��;. �� r. i sL'�•'a 'l7, _i+1�dG 4� a '� �a ESSEX COUNTY, MASSACHUSETTS, NORTHERN pk'. O PbC PaB WnB. G '� UD �h�, �Ja 125 .0 3y� fm ,� WrBv v`rG PaCSPbD 5 WnG• ryi ojb o Ci PaC PcE PaB i atsr/-r ¢ d 3G 6n 1AIDEN PaC Pv) 1 13e G UD r2 tt:./st t Da s �` PaB ` IiILLr r �}r �r •rt:. 't'� Tt•I1 ,t��` r:t <• � :. f L { rs"• „ t , � .i Q eB WnC WrtC. Nra6 [JnB PbD i De Wp... ,k�� �` /W r( � v f i ki,t r. ?i r WrB v ri(}, #I rt = AgA 111m De ix WnD p ;{ WsC. 4 t't 2� �r 1 ^'` Wn8 r:: We$ G� PaD I MOB. ` FJe r r !}... 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Ft' ..Z.i,�1t44.k S�,3�'^i�.71t7�1r��",��Jr £��v'f x,nyV., ��d; l?' a- �f SOIL SURVEYESSEX 192 TABLE 16,--SOIL AND WATER FEATURES--Continued _ Flooding High water table I Risk of corrosion Soil name and !Hydro-! !Potential ; map symbol 1 logic! Frequency ! Duration !Months ! Depth 1 Kind !Months 1 frost :Uncoated !Concrete m`''' :group ; ; ! ; ! ! ! action ! steel ; RnD*' Rock outcrop. ! ! ! ! l ! + ifnitma I i 1 Buxton_--- -----i C ;None-------- --- ! --- 11.0-3.0!Perched ',Nov-May!High-----!High-----,Moderate, :;InAI 'o0* ROD*: ! : ! i i ! I ! Wi;,d; FOck outcrop. I I i ____-_ r .- I 1 1 ' ' >6.0 ! -^- ! --- !Low---_^_!Low IHigh. 'Winds( „narlton---------, B !!done-�_-----, --- I --- , Hollis- -----I C/D !None--------! --_ i --- >6.0 1 --- ! --- !Moderate !Low------!High. Rock outcrop. : I >6.0 ! - ! --- lFloderate !Low- ;High. .. ollis-__________1 C!D INane--�----- ----- 3a----------------1 C !Frequent----!Brief-----O ov-May! 0-1 ,0!Apparentltlov-Jun!High-----!High-----!Moderate, }jWtE, Saco Variant ! ! ! ! ! ! ! ! ! 1 Wood' E I I 1 1 E I i I I I I I I 1 I 3 3 k ScA, ScB----------1 C !None--�------! --- i --- ! 0-1.O1Perched ,Oct-Jun!High------,High-----!!Moderate. Scantic 1 aF ---------------1 D !Rare --- ! --- 1 0-1 .0�lApparent:Jan-DecIBigh�-----!Moderate !High .. . Scarbor0 ! ! SgB, SgC, ShB, ShC--------------: C :!done--------1 --- 1 --- 11.0-3.01Perehed !Dec-AprlHigh------!Moderato !High. Scituate Sr A, SrB----------! B :None--------! --- ! --- 11.0-3.0'+Apparent!!Dec-AprlModerate :Low------'High. j Sudbury S38 SsC----------1 C ,None--------I --- --- >6,0 ! --- ! - !High-----!Moderate !Moderate. Suffield StA, StB, StC, 1 I - High SUB, SuC--------- B !None----. __-1 --_ --- '1.5-3.5'Apparentldov-A rlPoderate ,Low----- ! . I Sutton SwA, SwB----------: B/D 1 None--------i ; ; 0-1.5:ApparentlNdv-MaylHigh-----IHigh-----!Moderate. r Swanton ,JAC Udipsamments Udorthents !Moderate. >6.0 ! --- i -- :Moderate !Low------I UnA UnB UnC-----1 B ,None to rare, --- , --- 1 , Unadilla Urban land WaA, WaB----------! C !None--------! --- ! --- : 0-1.OiApparentlNov-AprlHigh-----:Low------IHigh. Walpole 'rib----------------; C !None___ ----! _- : - I 0-1.OIApparentlltdov-Sun!High----_!High-----!High• Walpole Variant WeA WeB----------! C !None--------- ___ ! _-- ! 0�-1.5lApparentlSep�-Jun'lModerate ;Moderate !High. s. I , I 1 Wareham : ! 0-1,0lIiA arentlNov-JunlHigh-----!High-----:tederate. r;f----------------s C ;None --- , pp Whately Variant r .e See footnote at end of table. ' ,x el FORM 11 - SOM EVALUATOR FORM Page 2 of Location Address or Lot No. On-site Review Deep Hole Number ....�:....:.:. Date-.IJJ� Time: 9--.91 N-M Weather Location (identify on site plan) .....::..::...,:,,. u.:,:.: ,,.: , Land Use Slope M Surface Stones . . ...:.... ... ... .... Vegetation Landform Position on landscape (sketch on the back) ....., Distances from: Open Water Body feet Drainage way feet Possible Wet Area feet Property Line feet Drinking Water Well feet Other DEEP OBSERVATION HOLE LOG". Depth from c.,oil Horizon Soil Texture Soil Color Soil Other Surface (Inches). {USDA} (Munsell► Mottling )Structure, Stones, Boulders, Consistency, % Gravel) CD - 7 2 C FF)N t~ SP44 Fxs Y> tet l(esataracl ._ G-l-C C tzm,"T\L- . ,tu Carxxidry tQr: S triin4`d awi in the Hole:._ �o 1fVurip3slQ from t�St FRCG �r7 E3tirtatad Se&wnd Kqh C mx-,d VYe w: ��l t► DF.F ArqOVFA FOR•3 MMS FORM 12 - PERCOLATION TEST Location Address or Lot No. Sl> �s�► ��"-___CA�c�r � C.� �RY��4 - Cs2��s COMMONWEALTH OF MASSACHUSETTS Massachusetts i Percolation Test' Date: 04-\ Time: `, A Observation Hole # Depth of Perc Start Pre-soak End Pre-soak Time at 12" Time at 9" Time at 6" Time (9"-61 Rate Min./Inch Minimum of 1 percolation test must be performed in both the primary area AND reserve area. Site Passed ❑ Site Failed Performed By: `�5 Witnessed By: Comments: DEP APPROVED FORM•1I1t71l5 i i ANDOVER CONSULTANTS,INC. CLOSED DRAINAGE SYSTEM CALCULATIONS Project: PROPOSED HANGAR By: JPB Proj.#: 9MI Ckd by: Design Storm:10 year n= .013 For RCP pipe Date: 11/11104 c=0.90(Pvmt) Revised: c=0.35(grass) Line Length Area RunoR Area Runoff Area f2uno4f CA SUM Time of Canc.(min.} Rainfall Req.Cap. Pipe Slope Flow Full Design Vei. Rim Inv.E}evatlons Pipe Time in From To (ft) (acres) C (acres) C (acres) C CA Start In pipe Tohal I(in.lhr.} Od[cfs) (in) (ftlft) Qf(cts} Vf(fps) Vd(fps) E3ev.(ft) Upper Lawer OTgi Cover Plpe paved grass urban cEm OWS 22 0.60 .95 0.50 .35 .45 0.75 0.75 10.00 0.08 10.08 4.5 3.35 12 0.010 3.56 4M 4.7 149.40 146.63 146.41 0.94 1.77 0.08 Q&GS EXIT.C81 25 .95 .95 .45 0.00 0.75 10.08 0.09 10.17 4.5 3.35 12 0.010 3.56 4.53 4.7 150.00 146.16 145.91 C.94 284 0.09 EXIST.CB1 EXIST.C$2 384 0.23 .95 0.18 .35 .45 0.26 1.03 10.17 1.44 11.61 4.5 4.62 18 0.006 7.87 4.45 4.0 148.37 145.41 143.26 0.59 1.46 1.60 POST.C62 EXIST,HOW 12D 0.26 .95 1.34 .35 .45 0.72 1.74 11.61 0.23 11.84 4.3 7.49 18 0.022 15.42 8.72 7.4 148.09 143.19 140.61 0.49 3.40 0.27 existing cond Type III 24-hr Rainfall=33.-1n" Prepared by Andover Consultants Inc. Page 1 H droCADO 6.00 s/n 002099 01986-2001 Apelied Microcomputer S stems 11/11/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=77 Area=2.420 ac Runoff---2.70 cfs 0.211 of Subcatchment R: Subcatchment I3 Tc=5.0 min CN=76 Area=0.500 ac Runoff 0.61 cfs 0.041 of Subcatchment G: Subcatchment C Tc=5.0 ruin CN=82 Area=1.720 ac Runoff=2.93 cfs 0.194 of i Reach 1: Design Point 1 Inflow=2.70 cfs 0.211 of Outflow=2.70 cfs 0.211 of Reach 2: Design Point 2 Inflow=0.61 cfs 0.041 of Outflow=0.61 cfs 0.041 of Reach 3: Design Point 3 Inflow=2.93 cfs 0.194 of Outflow=2.93 cfs 0.194 of Runoff Area=4.640 ac Volume=0.446 of Average Depth=1.15" existing coed Type 1i124-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 2 H droCADD 6.00 sin 002099 ©1986-2001 Applied Microcom titer Systems 1 1/1 112004 Subcatchment A: Subcatchment A Runoff = 2.70 cfs @ 12.15 hrs, Volume= 0.211 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (Lcj CN Description 0.300 98 pavement 2.120 74 >75% Grass cover,Good, HSG C 2.420 77 Weighted Average To Length Slope Velocity Capacity Description min feet #t/ft ftfsee cfs 10.0 Direct Entry, Subcatchment A: Subcatchment A Hydrograph Plot 3 Ll Runoff 2.70 cfs 2 3 0 u., f 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing coed Type fff 24-hr Rainfaff=3,10" Prepared by Andover Consultants inc. Page 3 H droCAD®6.00 sln 002099 01986-2001 Applied Microcorn Liter Systems 11/11/2004 Subcatchment B: Subcatchment B Runoff — 0.61 cfs @ 12.09 hrs, Volume= 0.041 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr Rainfall=3.10" Area ac CN Description 0.050 98 pavement 0.450 74 >75% Grass cover, Good, HSG C. 0.500 76 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ftlsec) (cfs) 5.0 Direct Entry, Subcatchment B: Subcatchment B Hydrograph Plot LI Runoff 0.65 0.61 cfs 0.6 0.55 0.5 0.46 0.4 0 3 0.35 FL 0.3 0.25 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 .18 19 20 Time (hours) existing coed Type !ll 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 4 H droCADD 6.00 s/n 002099 01986-2001 Applied Microcomputer S sterns 11/11/2004 Subcatchment C: Subcatchment C Runoff = 2.93 cfs @ 12.OB hrs, Volume= 0.194 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr Rainfall=3.10" Area ac CN Description 0.540 98 pavement 1.180 74 >75% Grass cover, Good, HSG C 1.720 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft{sec cfs 5.0 Direct Entry, Subcatchment C; Subcatchment C Hydrograph Plot ❑ Runoff 2.93 cfs 3 2 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i i existing coed Type Ill 24-hr Rainfall=3.t 0" Prepared by Andover Consultants Inc. Page 5 H droCADO6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 11/11/2004 Reach 1: Design Point 1 Inflow - 2,70 cfs @ 12.15 hrs, Volume= 0.211 of Outflow - 2.70 cfs @ 12.15 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind-+-Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot inflow 3 s ©outflow 2,70 cfs 2 3 0 1 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i i existing cond Type /if 24-fir Rainfall=3.10" Prepared by Andover Consultants Inc. Page 6 H droCADO 6.00 s/n 002099 O 1986-2001 Applied Microcomputer Systems 11/1112004 Reach 2: Design Point 2 i Inflow - 0.61 efs @ 12.09 hrs, Volume= 0.041 of Outflow — 0.61 cfs @ 12.09 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Tinne Span= UO-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydroyraph Plot Inflow s ❑Outifow 0.65 0.61 cfs 0.6 0.ss 0.� 0.45 0.4 Y. - ti 0.35 3 ° 0.3 w 0.25 0.2 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type H/ 24-hr Rainfafl=3.10" Prepared by Andover Consultants Inc. Page 7 H droCADO 6.00 s/n 002099 @ 1986-2001 Applied Microcomputer Systems 11/11/2004 Reach 3: Design Point 3 Inflow — 2.93 cfs @ 12.08 hrs, Volume= 0.194 of Outflow = 2.93 cfs @ 12.08 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Routing by Stor-ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.06 hrs Reach 3: Design Point 3 Hydrograph Plot Inflow s ❑OutFlow ', 2.93 ofs 3 2 Ul U O U. 1 l 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond. Type H/ 24-hr Rainfa11=4.50" Prepared by Andover Consultants Inc. Page 1 H droCAD®6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 11/10/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10,0 min CN=77 Area=2420 ac Runoff= 5.40 cfs 0.413 of Subcatchment B: Subcatchment B Tc=5.0 rain CN=76 Area=0.500 ac Runoff= 1.25 cfs 0.082 of Subcatchment C: Subcatchment C Tc=5.0 min CN=82 Area=1.720 ac Runoff=5.31 cfs 0.353 of Reach 1: Design Point 1 inflow= 5.40 cfs 0.413 of Outflow= 5.40 cfs 0.413 of Reach 2: Design Point 2 Inflow= 1.25 cfs 0.082 of Outflow= 1.25 cfs 0.082 of Reach 3: Design Point 3 Inflow=5.31 cfs 0.353 of Outflow=5.31 cfs 0.353 of Runoff Area =4.640 ac Volume=0.849 of Average Depth =2.19" existing cond. Type Ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 2 H droCAD®6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 11/10/2004 Subcatchment A: Subcatchment A Runoff 5.40 cfs @ 12.16 hrs, Volume= 0.413 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area ac CN Description 0.300 98 pavement 2.120 74 >75% Grass cover, Good, HSG C 2.420 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 10.0 Direct Entry, Subcatchment A: Subcatchment A Hydrograph Plot 6 p Runoff 5.40 cfs 5 4 w 0 3 a LL 2 57 -� 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) V I existing cond. Type ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 3 H droCADO6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 11/10/2004 Subcatchment B: Subcatchment B Runoff - 1.25 cfs @ 12.08 hrs, Volume= 0.082 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area ac CN Description 0.050 98 pavement 0.450 74 >75% Grass cover, Good, HSG C 0.500 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlf# ft/sec cfs 5.0 Direct Entry, Subcatchment B: Subcatchment B Hydrograph Plot 1.25 cfs f 1 u 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing coed. Type 11124-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 4 H droCAD®6.00 sln 002099 ©1986-2001 Applied Microcomputer Systems 11/10/2004 Subcatchment C: Subcatchment C Runoff - 5.31 cfs @ 12,08 hrs, Volume= 0.353 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr Rainfall=4.50" i Area ac CN Description 0.540 98 pavement 1.180 74 >75% Grass cover, Good, HSG C 1.720 82 Weighted Average i Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot C)Runoff ', 5.3 l cfs 5 4 3 0 u.. 2 I PR ML 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond. Type 111 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 5 H droCADO 6.00 s/n 002099 O 1986-2001 Applied Microcomputer Systems 11/10/2004 Reach 1: Design Point 1 Inflow 5.40 cfs @ 12.15 hrs, Volume= 0.413 of Outflow = 5.40 cfs @ 12.15 hrs, Volume= 0.413 af, Atten= 0%, l_.ag= 0.0 min Ralrltirtg by Stor-lnd+Trans method, Time Span= 6.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrorgraph Plot Inflow 6 s ®Outflow 5AO cfs 5 4 3 3 D U. 2 1 Q 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i i existing cond. Type Ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 6 H droCADV 6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 11/10/2004 Reach 2: Design Point 2 Inflow 1.25 efs @ 12.08 hrs, Volume= 0.082 of Outflow = 1.25 cfs @ 12.08 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Pict .., Inflow p Outflow 1.25 cfs 1 u 3 0 u. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing coed. Type 1i124-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 7 H droCAb®6.00 sln 002099 ©1986-2001 Applied Microcomputer Systems 11/10/2004 Reach 3: Design Point 3 Inflow — 5.31 cfs @ 12.08 hrs, Volume= 0.353 of Outflow — 5.31 cfs @ 12.08 hrs, Volume= 0.353 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point 3 Hydragraph Plot Inflow 5,31 s i]Outflow 5.31 cfs 5 4 U. 3 3 a 2 f 1 ] - 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I exictinrg cond Type It/ 24-hr Rainfall=6.40" Prepared by Andover Consultants Inc, Page 1 HydroCAD®6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 11/11/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min C(1=77 Area=2.420 ac Runoff= 9.37 cfs 0.722 of Subcatchment B: Subcatchment B Tc=5.0 min CN=76 Area=0.500 ac Runoff=2.18 cfs 0.145 of Subcatchment C: Subcatchment C Tc=5.0 min CN=82 Area=1.720 ac Runoff= 8.73 cfs 0,587 of Reach 1: Design Point 1 Inflow= 9.37 cfs 0.722 of Outflow= 9.37 cfs 0.722 of Reach 2: Design Point 2 Inflow=2.18 cfs 0.145 of Outflow=2.18 cfs 0.145 of Reach 3: Design Point 3 Inflow=8.73 cfs 0.587 of Outflow= 8.73 cfs 0.587 of Runoff Area=4.640 ac Volume= 1.454 of Average Depth= 3.76" existing cond Type /it 24-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 2 H droCAD®6.00 s/n 002099 01986-2001 Applied Microcomputer S stems 11/11/2004 Subcatchment A: Subcatchment A Runoff — 9.37 cfs @ 12.14 hrs, Volume= 0.722 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfail=6.40" Area ac CN Description 0.300 98 pavement 2.120 74 >75% Grass cover, Good, HSG C 2.420 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft) (fUsec) (cfs 10.0 Direct Entry, Subcatchment A: Subcatchment A i-lydrograph Plot 10 ❑Runoff 9.37 cfs 9 8 7 w 6 � n Q � 4 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type !!l 24-hr Rainfall=6.40° Prepared by Andover Consultants Inc. Page 3 H droCAM 6.00 sln 002099 01986-2001 Applied..Microcornputer System 11/11/2004 Subcatchment B: Subcatchment B Runoff = 2.18 cfs @ 12.08 hrs, Volume= 0,145 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Type Ill 24-hr Rainfall=6.40" Area ac CN Description 0,050 98 pavement 0.460 74 >75% Grass cover, Good, HSG C 0.500 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 5,0 Direct Entry, Subcatchment B: Subcatchment B Hydrograph Plot 0 Runoff 2.18 cfs 2 o � 1 i '`" -....�—__�-- —.:cam /`i.r` ., -_.:;'x• 7: r 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E I 3 1 existing coed Type 1/124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 4 H droCAD®6.00 sln 002099 cQ 1986-2001 Applied Microcomputer Systems 11/11/2004 Subcatchment C: Subcatchment C Runoff 8.73 cfs @ 12.07 hrs, Volume= 0.587 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area ac CN Description 0.540 98 pavement 1.180 74 >75% Grass cover, Good, HSG C 1.720 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot U Runoff 11 8.73 dfs 9 8 7 6 N V O li 4 3 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type ill 24-hr Rainfall=6.40° Prepared by Andover Consultants Inc. Page 5 Hydro IM 6.00 s1n 002099 01986-2001 Applied Microcom afar Systems 11/11/2004 Reach 1: Design Point 1 Inflow 9.37 cfs @ 12.14 hrs, Volume= 0.722 of Outflow = 9.37 cfs @ 12,14 hrs, Volume= 0.722 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot Inflow s ❑Outflow 10 9.37 cfs 9 8 7 u 6 0 5 F u. 4 3 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I { E i existing cond Type III 24-hr Rainfall=6.40" Prepared by Andover Consultants Inc. page 6 N droCADO 6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 11/11/2004 Reach 2: Design Point 2 Inflow = 2.18 cfs @ 12.08 hrs, Volume= 0.145 of Outflow = 2.18 cfs @ 12.08 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot Inflow S €�Outflow 2.15 cfs 2 u 3 0 u- 1 .f n f V 5 6 7� 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type 11124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Wage 7 N droCAD®6.00 sln 002099 01966-2001 Applied Microcomputer Systems 11I11 f2004 Reach 3: Design Point 3 Inflow = 8,73 cfs @ 12.07 hrs,.Volume= 0.587 of Outflow - 8.73 cfs @ 12.07 hrs, Volume= 0.587 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point 3 Hyfdrocgraph Plot 5.. 0 outflow 8.73 cfs 9 7 6 w a 0 4 3 2 0 5 6 v 7 8 9 'io 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type 11124-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 1 H droCAD®6.00 s(n 002099 ©1986-2001 Applied Microcomputer Systems 11/11/2004 Time span=5.00-20.00 hrs, dt=0.05 Ctrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=82 Area=3.110 ac Runoff=4.56 cfs 0.350 of Subcatchment B: Subcatchment B TG=5.0 min CN=77 Area=0.180 ac Runoff—0.23 cfs 0.016 of 5uncatcnment C: Subcatchment C Tc=5.0 min CN=84 Area=1.350 ac Runoff=2.53 cfs 0.167 of Reach 7: Design Point 1 Inflow=4.56 cfs 0.350 of Outflow--4.56 cfs 0.350 of Reach 2: Design Point 2 Inflow=0.23 cfs 0.016 of Outflow=0.23 cfs 0.016 of Reach 3: Design Point Inflow--2.53 cfs 0.167 of Outflow=2.53 cfs 0.167 of Runoff Area T 4.640 ac Volume=0.533 of Average Depth =1.38" proposed sand Type /it 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 2 H droCADO6.00 sln 002099 01986-2001 Applied Microcomputer Systems 11/11/2004 Subcatchment A: Subcatchment A Runoff - 4.55 cfs @ 12.15 hrs, Volume= 0.350 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type [it 24-hr Rainfall=3.10" Area ac CN Description 1.090 98 pavement and rooftop 2.020 74 >75% Grass cover, Good HSG C 3.110 82 Weighted Average Te Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 10.0 Direct Entry, Subcatchment A: Subcatchment A Hydrograph Plot 5 C7 Runoff 4.56 cfs 4 LL u o 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E i proposed coed Type 11124-hr Rainfall=3.10" Prepared by Andover Consultants Inc, Page 3 H droCADO6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 11/11/2004 Subcatchment B: Subcatchment B Runoff 0.23 cfs @ 12.08 hrs, Volume= 0.016 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.06 Ctrs Type III 24-hr Rainfall=3.10" Area ac CN Description 0.020 98 pavement 0.160 74 >75% Grass cover, Good, HSG C 0,180 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 5.0 Direct Entry, Subcatchment B: Subcatchment B Hydrograph Plat 0.26 i=I Runoff 0.23 cis 0.24 0.22 0.2 a.1 s 0.16 w 0.14 0 0.12 LL 0.1 o.os 0.06 0.04 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type 111 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 4 H droCAD®6.00 s/n 002099 O 1986-2001 Ap2lied Microcom uter Systems 11/11/2004 Subcatchment C: Subcatchment C Runoff = 2.53 cfs @ 12.08 hrs, Volume= 0.167 of Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area ac CN Description 0.540 98 pavement 0.810 74 >75% Grass cover, Good, HSG C 1.350 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot ❑Runoff 2,53 cfs 2 n 3 0 LL i PER 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) R proposed sand Type If124-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 6 H droCADO 6.00 sln 002099 O 1986-2001 Applied Microcomputer Systems 1 111 1/2004 Reach 2: Design Point 2 Inflow — 0.23 cfs @ 12.08 hrs, Volume= 0.016 of Outflow — 0,23 cfs @ 12.08 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+Trans method,Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot Inflow 0.26 s ❑Qutflaw 0.23 cfs 0.24 (. 0.22 0.2 0.18 0,16 2 0,14 a 0.12 U. 0.1 0.08 0.06 0.04 f 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 9 3� 1 7fa11=3.10" Page 7 11111/2004 Inflow Outflow i i Type 1/124-hr Rainfall=4.50" lover Consultants Inc. Page 1 s/n 002099 01986-2001 Ap lied Microcomputer Systems 11/10/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" ;each routing by Stor-ind+Trans method - Pond routing by Stor-Ind method Subcatchment A Tc=10.0 min CN=82 Area=3.110 ac Runoff-8.29 cfs 0.638 of I: Subcatchment B Tc=5.0 min CN=77 Area=0.180 ac Runoff= 0.47 cfs 0.031 of Subcatchment C Tc=5.0 min CN=84 Area=1.350 ac Runoff=4.44 cfs 0.297 of Point 1 Inflow= 8.29 cfs 0.638 of Outflow= 8.29 cfs 0.638 of Point 2 Inflow= 0.47 cfs 0.031 of Outflow=0.47 cfs 0.031 of i Point Inflow=4.44 cfs 0.297 of Outflow=4.44 cfs 0.297 of Runoff Area =4.640 ac Volume =0.966 of Average Depth =2.50" 4 h { 0 `a11-4.50" Page 2 1/10/2004 i Runoff I id Type 11124-hr Rainfall=4.50" idover Consultants Inc. Rage 3 s/n 002099 01986-2001 Applied Microcomputer Systems 11110/2004 Subcatchment B: Subcatchment B 0.47 cfs @ 12.08 hrs, Volume= 0.031 of TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs ainfall=4.50" Cal Description 98 pavement 74 >75% Grass cover, Good, HSG C 77 Weighted Average h Slope Velocity Capacity Description ft/ft ft/sec cfs Direct Entry, Subcatchment B: Subcatchment B Hydrograph Plot Runoff 0.47 cfs 6. MOO 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type i//24-hr Rainfafi=4.50" Prepared by Andover Consultants Inc. Page 4 H droCADO 6.00 sIn 002099 OO 1986-2001 Applied Mlcrocom uter Systems 11/10/2004 Subcatchment C: Subcatchment C Runoff - 4.44 cfs @ 12.08 hrs, Volume= 0,297 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=4.50" Area (ac) CN Description 0.540 98 pavement 0.810 74 >75% Grass cover, Good HSG C 1,350 84 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftfft ft/sec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot Runoff 4.44 afs 4 3 o u.. 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed coed Type !ll 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 5 HydroCADO 6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 11/10/2004 Reach 1: Design Point 1 Inflow = 8.29 cfs @ 12.14 hrs, Volume= 0.638 of Outflow - 8.29 cfs @ 12.14 hrs, Volume= 0.638 af, Men= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Not Inflow s .` []Outflow 8.29 cfs 8 7 6 5 3 0 Li 4 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) � 1 proposed cond Type 11124-hr Ralnfa11=4.50" Prepared by Andover Consultants Inc. Page 6 H droCADO 6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 11/10/2004 i Reach 2: Design Point 2 Inflow - 0.47 cfs @ 12.08 hrs, Volume= 0.031 of Outflow — 0.47 cfs @ 12.08 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydragraph Plat Inflow s C]outflow 0.5 0.47 cfs 0.45 0.4 0.35 0.3 u 0 0,25 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) proposed cond Type H/24-hr RainfaN=4.50" Prepared by Andover Consultants Inc. Page 7 HydroCADO 6.00 sfn 002099 O 1986-2001 Applied Microcomputer Systems 11110/2004 Reach 3: Design Point Inflow = 4.44 cfs @ 12.08 hrs, Volume= 0.297 of Outflow — 4.44 cfs @ 12.08 hrs, Volume= 0.297 af, Atten= 0%, Lag= 0,0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach.3: Design Point Hydrograph Plot inflow s..` C Outflow 4.44 cfs 4 3 w 3 v LL 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i proposed cond Type I//24-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 1 H droCADO 6.00 s1n 002099 01986-2001 Applied Micromm uter Systems 11/11/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Fond routing by Stor-Ind method Subcatchment A. Subcatchment A Tc=10.0 min CN=82 Area=3.110 ac Runoff= 13.57 cfs 1.061 of Subcatchment B: Subcatchment B Tc=5.0 min CN=77 Area=0.180 ac Runoff=0.81 cfs 0.054 of Subcatchment C: Subcatchment C Tc=5.0 min CN=84 Area=1.350 ac Runoff= 7.14 cfs 0.485 of Reach 1: Design Point'I Inflow= 13,57 efs 1.061 of Outflow= 13.57 cfs 1.061 of Reach 7: Design Point 2 Inflow=0.81 cfs 0.054 of Outflow= 0.81 cfs 0.054 of Reach 3: Design Point Inflow--7.14 cfs 0.485 of Outflow= 7.14 cfs 0.485 of Runoff Area=4.640 ac Volume= 1.599 of Average Depth =4.14" proposed c and Type /it 24-hr Rainfall=63.40 i Prepared by Andover Consultants Inc. Page 2 H droCAD®6.00 s/n 002099 a 1986-2001 Applied Microcomp afar Systems 11/11/2004 Subcatchment A: Subcatchment A Runoff - 13.57 cfs @ 12.14 hrs, Volume= 1.061 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (ac) CN Description 1.090 98 pavement and rooftop 2.020 74 >75% Grass cover, Good HSG C 3.110 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet fttft €tlsec cfs 10.0 Direct Entry, Subcatchment A: Subcatchment A Hydrograph Plot 15 ❑Runoff 14 13.57 cis 13 1z 11 10 � 9 8 0 7 LL 6 5 4 3 2 1 o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed coed Type Ill 24-hr Rainfall=6.40° Prepared by Andover Consultants Inc. Page 3 HydroCAD®6.00 sin 002099 O 1986-2001 Applied Microcomputer Systems 11/11/2004„ , Subcatchment B; Subcatchment B Runoff -- 0,81 cfs r7a 12.08 hrs, Volume= 0.054 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area ac CN Description 0,020 98 pavement 0.160 74 >75% Grass cover, Good, HSG C 0,180 77 Weighted Average Te Length Slope Velocity Capacity Description min feet ftlft ftfsec cfs 5.0 Direct Entry, Subcatchment B: Subcatchment B Hydrograph Plot 0.9 [�Runoff 0.85 0.8 Cf5 0.8 0.75 0,7 0.65 0.6 0.55 0.5 0.45 rL 04 0.35 0.3 0.25 0.2 0.15 0.1 0,05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i proposed cond Type 1/124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 4 H droCADO6.00 s/n002099 01986-2001 Applied Microcom uterS stems 11/11/2004 Subcatchment C: Subcatchment C Runoff = 7.14 cfs @ 12.07 hrs, Volume= 0.485 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" _ Area (ac) _CN Description 0.540 98 pavement 0.810 74 >75% Grass cover, Good, HSG C 1.350 84 Weighted Average To Length Slope Velocity Capacity Description min feet If ft/sec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot 8 7.14 cfs C RunafF 7 6 5 3 4 a :Z 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type iif 24-hrRainfa11=6,40" Prepared by Andover Consultants Inc, Page 5 H droCAD®6.00 sfn 002099 O 1986-2001 Applied Microcomputer Systems 11/11/2004 Reach 1: Design Point 1 Inflow - 13.57 cfs @ 12.14 hrs, Volume= I M1 of Outflow = 13.57 cfs @ 12.14 hrs, Volume= 1,061 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydragraph Plot Inflow 15 s 0 outflow 14 13,57 cfs 13 12 11 10 .'� 9 8 0 7 6 5 4 3 2 1 - 3 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i I proposed cond Type I/I 24-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 6 H droCAD@ 6.00 s/n 002099 Oc 1986-2001 Applied Microcomputer Systems 11/11/2004 Reach 2: Design Point 2 Inflow - 0.81 cfs @ 12.08 hrs, Volume= 0.054 of Outflow - 0.81 cfs @ 12.08 hrs, Volume= 0.054 af, Men= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.06 hrs Reach 2: Design Point 2 Hydrograph plot 0.9 � Inflow ®Osalflow 0.85 0.81 cfs 0.8 0.75 0.7 0.65 0.6 0.55 _ 0,6 3 0.45 ti 0.4 0.35 0.3 0.25 0,2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed coed Type /II 24-hr Rainfali=6.40" Prepared by Andover Consultants Inc. Page 7 HydroCAD®6.00 sln 002099 0)1986-2001 Applied Microcomputer System 11/11/2004 T s , i Reach 3: Design Point Inflow — 7.14 cfs @ 12.07 hrs, Volume= 0.485 of Outflow — 7.14 cfs @ 12.07 hrs, Volume= 0.485 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point Hydrograph Plot 8 Inflow ❑Outflow 7.14 cfs 7 6 5 w 3 4 o LL 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours