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Consultant Review - 1789 GREAT POND ROAD 10/31/2003 (2)
Aj Calculations NOV NU for 1789 reat Pond Road (Plat 35 Lot 40) In North Andover, Massachusetts I Submitted to. Town of North Andover Prepared for: Richard Arnone 220 Broadway, Suite 101 Lynnfield, MA 01940 Prepared by: McKenzie Engineering Groups Inc. Professional Civil Engineering • Project Management • Land Planning 196 Central Street, Saugus, Massachusetts 01906 Tel.:(781) 941-2211 Facsimile:(781) 941-2662 2100 Washington Street, Hanover, Massachusetts 02339 Tel.:(781) 792-3900 Facsimile.(781) 792-0333 October 31, 2003 Drainage Summary The stormwater generated from the proposed roof runoff is directed into two drywells located in front of the proposed dwelling (in the vicinity of TP-2). The soil capacity was calculated utilizing a permeability rate as shown on the attached table (Table 1) of 1.02 in/hr which translates into 2.4x10"5 ft/sec. The soil type was verified during soil testing which was performed on October 24, 2003. The percolation test performed at TP-2 resulted in a rate of 10 min/in which translates into 1.4x10 ft/sec. The permeability rate from Table 1 was utilized in the drainage calculations as a conservative approach. Roof Infiltration System sized for a 2-year storm event. T � 900 Z i- 0_,* A—A N OF MA S8.4, �2� � BRADLEY D ILE M m ;o CIV v No. 36917 Q O G ►®FSSIONA����/a� TR-20 Calculations Roof-Infiltration Type 11124-hr Rainfall=3.10"(2-Yr. Storm Event) Prepared by McKenzie Engineering Group, Inc. Page 1 HydroCADO 6.00 s/n 000452 © 1986-2001_Applied Microcomputer Systems 11/4/2003 Time span=1.00-24.00 hrs, dt=0.05 hrs, 461 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 1S: Roof Tc=6.0 min CN=98 Area=1,430 sf Runoff=0.10 cfs 0.008 of Pond 1 P: Dry Well Peak Storage= 170 cf Inflow= 0.10 cfs 0.008 of Discarded=0.02 cfs 0.007 of Outflow= 0.02 cfs 0.007 of Runoff Area=0.033 ac Volume= 0.008 of Average Depth =2.87" Roof-Infiltration Type 11124-hr Rainfall=3.10"(2-Yr. Storm Event) Prepared by McKenzie Engineering Group, Inc. Page 2 HydroCADO 6.00 s/n 000452 © 1986-2001 Applied Microcomputer Systems 11/4/2003 Subcatchment 1S: Roof Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.008 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 1,430 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Runoff Subcatchment 1S: Roof Hydrograph Plot 0.105° 10.10 cfs _.. -=----- - 0.095- - -- ----- ---- --- - --- --- -- -- - - --- 0.09° -- - -; - -- -- - - -- - - . 0.085° --- -- ;----- : --- - - --- --- --- - ---------- -- 0.08- -- ---- -- -- - -- - - - - - --- -- -- 0.075= - ----- - ----- - 0.07 --- -- --- --- - - -- ----- -- - ---:-- -- :-- 0.065 -- ----- ----- --- -' --'--- '-- -- -'-- - =-- x0.055' ---- - - -- -- - -- -- - - - ----- 0 0.05- -- - - - - ..;- - - - ---------- - - - LL0.045`" -- --- - - - ---- - - -- - -- 0.04 -- -- - -- _--` --'- -- ----- ----- -- ------ 0.035 --- -- --- - -- -- -- - : a 0.03- -- - - --. - --- - 0.025 7` - --------- ---------- ' ----- -- - - 0.02- - - -- ' --- -- - - - - -- -- -- - - • -- 0.015= - ---- - --------------- - -- - ------ ---- ---- 0.01=" ---------- -- . ----- -- - - - - - - - - - 0.005•' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Roof-Infiltration Type 111 24-hr Rainfall=3.10" (2-Yr. Storm Event) Prepared by McKenzie Engineering Group, Inc. Page 3 HydroCADO 6.00 s/n 000452 © 1986-2001 Applied Microcomputer Systems 11/4/2003 Pond 1 P: Dry Well Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.008 of Outflow = 0.02 cfs @ 12.45 hrs, Volume= 0.007 af, Atten= 79%, Lag= 21.8 min Discarded = 0.02 cfs @ 12.45 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs Peak Elev=4.53' Storage= 170 cf Plug-Flow detention time=209.3 min calculated for 0.007 of (87% of inflow) Elevation Cum.Store (feet) (cubic-feet) 0.00 0 0.50 20 1.00 40 2.00 79 3.00 119 3.50 159 4.50 169 6.00 227 Discarded OutFlow (Free Discharge) L1=Special (user-defined) # Routing Invert Outlet Devices 1 Discarded 0.00' Special (user-defined) Elev. (feet) 0.00 0.50 1.00 2.00 3.00 4.00 4.50 Disch. (cfs) 0.00 0.00 0.00 0.01 0.01 0.01 0.02 Roof-infiltration Type I//24-hr Rainfall=3.10 (2-Yr. Storm Event) Prepared by McKenzie Engineering Group, Inc. Page 4 HydroCADO 6.00 s/n 000452 1986-2001 Applied Microcomputer Systems 11/4/2003 Pond 1 P: Dry Well Hydrograph Plot ----------f lo w----------- rO in El Discarded 0,10 Cf 0.105 T 0.1- 0.095— q 0.09 0.085., 0.08- .........—- 0.075- —. ...... 7 0.07- ------- —0.065' 0.06-- 30.055 0 0.054 FL 0.045-*, 0.04' 0.035 ------ -- 0.03- ------- - -- -- --- ----- w ---------- 0.025'" , ----- 0- 0.01 0.005 0. ............. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Drywell Sizing Soil Capacity McKENZIE 196 Central Street JOB Z j-12 z ENGINEERING Saugus,MA 01906 SHEET NO. OF Tel:781.941.2211 / GROUP, INC. 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Pa6 Wr8 ` PcE PaB LL ebD a \ 1 o PbC U � M� Wg I? - \ ae WrB Pa6 WrB �a PbD e LeA -- Ur PaB W WSB o �Se' dQ WrB PbC De PaC \ StB Pe •!�• . PcE a I t T Se H. D De E Or PaB ` PbC WrB PaD \\ LeA LeA C.rnC, rl .Pbo. w tt PaBg A r 33 Ws6 Poo Pb6 0 � w .St6 m 3p CrC Wr6 0 Wr6 Pa6 CrB RIB . .1 Sub Cfr. Cb8 SrA Ws6 WaA CmB St8, •MC dim' . Coc m LAKE Pac WrC.' v 'SuB Si COCHICHEWICK Le8 m I � PbD PcE Pa D. Pa ' O, GOOD StB Hi Stc WrB �\ PaD �PaC MAP SYMBOL: PbD SOIL NAME: PAXTON HYDROLOGIC GROUP: C USDA TEXTURE: FINE SANDY LOAM, LOAM, GRAVELLY SANDY LOAM FIGURE _ I A CENTRAL STREET MCKENZIE PHONES, MASSACHUSETTS 01905 PHONE: (781) 941-2211 ENGINEERING FACSIMILE: (781) 941-2662 GROUP, INC. 2100 WASHINGTON STREET HANOVER, MASSACHUSETTS 02339 PHONE: (781) 792-3900 FACSIMILE: (781) 792-0333 PROFESSIONAL CIVIL ENGINEERING • LAND PLANNING - PROJECT MANAGEMENT Soil Conservation Service Map GREAT POND ROAD NORTH ANDOVER, MASSACHUSETTS Saturated hydraulic conductivity K depends on site-specific soil types. It �oe estimated from soil borings or in situ tests such as with double-barrel infil- ; trometers. Such tests involve expenses, and do not always give consltent results. {' An alternative method is to identify soil types from SCS soil surveys or (prefera- bly) on-site examination, and then to estimate f by association with soil texture:- The table below lists average conductivities found in the laboratory by highway drainage engineers and USDA soil scientists. When on-site data are extremely lim- ited, only very conservative assumptions would be prudent: for a wet pond, assume soil texture with permeability as high as can be found in the region; for a dry basin, assume texture with permeability as low as can be found. :;,, , < H draulic conductivLq K inlhr ft1day_:. Crushed stone:ASTM stone size: No. 3 stone 50,000 100,000 No.4 stone - -40,000 80,000 No. 5 stone 25,000 50,000 No. 6 stone 15,000 30,000 e- Natural soil•SCS texture class: Sand, 8.27 16.54 -Loamy sand 2.41 4.82 Sandy loam 1.02 2.04 Loam 0.52 - 1.04 Silt loam 0.27 0.54 Sandy clay loam 0.17 0.34 Clay loam 0.09 0.18 Silty clay loam :.0.06 0.12 Sandy clay 0.05 0.10 Silty clay 0.04 0.08 Clay 0.02 0.04 4 Stone data inferred from KR.CndeTSrea and others,1972,Guidelintsfor the Derign of Subsurface Drainage Systems jorHightiory Srruel val5rction+. t Report No.FHWA•RD•30,Washington:Federal Highway Administration Office of Research and Devolopm—�:and Table 2.1 of KR.Cedegrea.1971,Seepage.Drainage.and Flow Neu,;New York:Wiley. Scd conduetivitic from W.I.Rawls,D.L.Ilrakcnstak and KE Saxton.199Z,Essin ationof Soil Water Proeeries, Transacdons of the America°Soeiery ojAgricuhwaNEnginterr,VOL 25,n0.S,Pages 1316 1320 and 1 a?S. r' 75 tRVater Eal Inc e r Soil Testing results 17 --- ---- _T;Olw._168;- -------- ---- -PlROlP--ROCK__- -RETAINING-WALL-- 170.- 9-.O.W.-161.8 T T.O.W. 5t .0 W ')f"ZF.50-' --- 1c, j80_O'FN_ ------T_ B.06=i- TP-1 LIMIT OF 325' NON-DISCHARC NON-DISCHARGE, FFER ZONE INV.-1 46.7 PROPOSED 52.0 SINGLE FAMILY 51.0 DWELLING T.O.F.=156.5 T. .-156.0 B., X-150.0 TPI SUBL-SIURFAA6 — LEACHING FACILITY -(DRYWELL) LIMIT OF 250_too -FOOT ON-DISTURBANCE 250 DENSE WOETAIMN URBANICE-'� k� - \�? - � OM ANNUAL fiIGkt_'WAj JRBANCE ZONE N_ 7 X--Ot50.5 UAL HIGH WATER JT 0 C PROP�JJMIT- ,OF',Cl ARIN (TYP) PROP. UNDERGROUN ...... UTILITIES (TELEPHONE, ELECTRIC, CABLq. PROP. ROCK � ` P��°-.� � ,�- ...y-`"� .r``�� `i� ��� °•-.° � �� `'��..°, 4,� RETAINING WALL 11,OX-148.5 Pibp. BIT. E ,O.W.=148.0 r 01 CONc.\PRIVEWAY WIDE� PROP. 6" (SDR-35) SEWER SERVICE PROP. 1"1(,NPEK r Yl COPPER TUBING OP. uml WATER SERVICE OF C ING 144- IROP. DROP M`ANHO !IM=136.5 / , ',INI)-131.47, WjOl 'O0T)-126.47Q/ 1.33± ACRES MIN. 10' SEPA TION I (TYP-) PROP* T. BERM s PROP. DOUBLE STAKED ST do To STA!41 YBALES W/SILTATION FE ;,CE PROP. CXTCH BASSI 0 RIM-1.32. FORM II,SOIL EVALUATOR FORM Page 2 On-site Review Deep Hole Number.TP-1.......................Datej0-24-06...,,Time 2.:.00 PM,,,,..Weather.Sunny..-.65„degrees.......... Location (Identify on site plan)....(Seg.Plan) ............................... ......................................................................................................................... Land Use....Residential.............................-Slope (%)..6............. Surface Stones None................................................................................. Vegetation,Grass............................................................ . ................................ ......................................................................................................................................................... Landform.Ground..Mgraing......................................................................._................................................................................................................................................. Position on Landscape (sketch on the back) Distances from: Open Water Body>.1.0.0.. feet Drainage way.>1.00, feet Possible Wet Area.>.30....., feet Property Line...3........... feet Drinking Water Well..>100. feet Other....................................................... DEEP OBSERVATION HOLE LOG Depth from Surface Soil Horizon Soil Texture Soil Color Soil Mottling Other (Structures,Stones,Boulders (inches) Consistency,%Gravel 0-10” Ap FSL 10YR4/3 None 10"-44" C1 SL 2.5Y 7/2 None 44"-100" C2 SL 2.5Y 612 None Very firm in place, platy Parent material (geologic),Ablation.Till................................................................................................ Depth to Bedrock:.None._..... Depth to Groundwater:>.100 Standing Water in the Hole:.none Weeping from Pit Face:.,none,,,,. Estimated Seasonal High Ground Water:,>100".................... FORM 12-PERCOLATION TEST COMMONWEALTH OF MASSACHUSETTS North Andover,Massachusetts Percolation Test Date: 10-24-03 Time: 3:50 Observation Hole# P-3 Depth of Perc 21" Perced fill horizon Start Pre-soak 3:38 End Pre-soak 3:53 Time at 12" 3:53 Time at 9" 3:58 Time at 6" 4:10 Time (9"-6") 12 min. Rate Min./Inch 3 mpi Site Passed ® Site Failed ❑ Performed By: William S. Needham P.E. Witnessed By: Comments: FORM II,SOIL EVALUATOR FORM Page 2 On-site Review Deep Hole Number.TP-2......................Date..1,0-24-06Time.2 40.PMWeather.Sunny,.,-,65.degrees.......... Location (Identify on site plan)....(See„Plan).......................................................................................................................................................................... Land Use....F esidential...............................Slope (%)..6............. Surface Stones(Vone................................................................................. Vegetation..Brush...................................................................................................................................................................................................................................................... Landform..G round.,Moraine........................................_......................................................................................................_...........................,............................................ Position on Landscape (sketch on the back) Distances from: Open Water Body;10.0.. feet Drainage way.,>1.p0. feet Possible Wet Area..>.30....,. feet Property Line...$ .'.......... feet Drinking Water Well..>1,00. feet Other....................................................... DEEP OBSERVATION HOLE LOG Depth from Surface Soil Horizon Soil Texture Soil Color Soil Mottling Other (Inches) (Structures,Stones,Boulders Consistency,%Gravel 0-12" Ap FSL 10YR4/3 None 12"-32" Bw SL 10YR 5/6 None 32"-80" C1 LS 2.5Y 6/4 None firm in place, massive 80"-113" C2 SL 2.5Y 6/2 Parent material (geologic)Ablation.Till................................................................................................ Depth to Bedrock:None Depth to Groundwater:>113 Standing Water in the Hole: none .Weeping from Pit Face: none.,.,, Estimated Seasonal High Ground Water >..l ............... FORM 12 -PERCOLATION TEST COMMONWEALTH OF MASSACHUSETTS North Andover,Massachusetts Percolation Test Date: 10-24-03 Time: 2:30 Observation Hole# P-2 Depth of Perc 75" Start Pre-soak 2:31 End Pre-soak 2:46 Time at 12" 2:46 Time at 9" 2:53 Time at 6" 3:22 Time (9"-6") 29 min. Rate Min./Inch 10 mpi Site Passed ® Site Failed ❑ Performed By: William S. Needham, P.E. Witnessed By: Comments: FORM II,SOIL EVALUATOR FORM Page 2 On-site Review Deep Hole Number,TP-3 Date,1.0-24-06.....Time 240,PM,,,,,,Weather_Sunny.-,65„degrees.......,,. Location (Identify on site plan) (See Plan) ........ Land Use....Re sdentaI'...............................Slope (%)..6............. Surface Stones None................................................................................. Vegetation.,Brus h........................................................................ ............................................................................................................. .................................................................. . Landform Ground Moraine .............................................................................................................................................................................................................................................................................. Position on Landscape (sketch on the back) Distances from: Open Water Body>40.0.. feet Drainage way.,>.J.QQ. feet Possible Wet Area.................... feet Property Line...6.0'.......... feet Drinking Water Well,.>1.00. feet Other...................................................... DEEP OBSERVATION HOLE LOG Depth from Surface Soil Horizon Soil Texture Soil Color Soil Mottling Other (Inches) (Structures,Stones,Boulders Consistency,%Gravel 0-60” FILL 60"-68" A FSL 10YR 3/2 None 68"-80" Bw FLS 2.5Y 6/8 None firm in place, massive 80"-96" C SL 2.5Y 8/3 H.C. @ 70 firm in place, massive Parent material (geologic),Ablation..Till................................................................................................ Depth to Bedrock:.None Depth to Groundwater: 70" Standing Water in the Hole:.none Weeping from Pit Face:..none..._ Estimated Seasonal High Ground Water: 70"............................ FORM 12 -PERCOLATION TEST COMMONWEALTH OF MASSACHUSETTS North Andover, Massachusetts Percolation Test Date: 10-24-03 Time: 2:36 Observation Hole# P-1 Depth of Perc 75" Start Pre-soak 2:36 End Pre-soak 2:36 Time at 12" Time at 9" Time at 6" Abandoned> 30 mpi Time (9"-6") Rate Min./Inch >30 mpi Site Passed ❑ Site Failed Performed By: William S. Needham P.E. Witnessed By: Comments: