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0 SCOTIA STREET - DRAINAGE REPORT - BUILDING INSPECTION 5 , ► P� Sr rsup crTadb® msized- 90%Larger Label Area 5 M F.AD KEEPING YOU ORGANIZED No.10301 hrrftftme NW&IO YOA GET ORMIED AT SMEAD.COM MIKMGraDMWW 10%POST-MURER Sc,crrch Sr r-)ej�a4N �,j3- ' Applicant: Asphalt Services, Inc. File #: SAL-0068 800 West Cummings Park Woburn, MA 01801 Mitigative Drainage� g Analysis Stormwater Report 1 Scotia Street 1 Salem, Massachusetts May 8, 2009 1 603 Salem Street --- Wakefield, MA 01880 Hayes Engineering, Inc. Tel: (781) 246-2800 Nantucket, MA 02554 Fax: (781)246-7596 Tel: (508)228-7909 MITIGATIVE DRAINAGE ANALYSIS ' SCOTIA STREET LITTLETON, MASSACHUSETTS May 8, 2009 Introduction The purpose of this study is to analyze the potential effects of an appropriate stormwater management system for the proposed single family residential development. The goal of this analysis is to investigate the potential mitigative hydrologic impacts by comparing runoff from the subject property under both the existing and proposed conditions. The subject property is located at the end of Scotia Street in Salem, MA, within a residential neighborhood. The subject property lies to the south of Summit Street, to the north of Albion Street, to the west of Butler Street and to the east of South Street. ' This study compares the surficial stormwater runoff rates and volumes of the existing and proposed land use conditions generated by the pre and post development. The selected edge of comparison is the subject property boundary. The existing features of the site and its tributary watershed consist of a previously disturbed area with essentially little surface features and bare soil as the ground cover type. Proposed land use changes to the property include the construction of four single family homes with their associated driveways, lawn areas and typical appurtenances. Furthermore, the existing end of Scotia Street will be extended to accommodate the proposed development and with associated drainage structures including a perforated pipe conveyance system, sewer main, water main and various underground utilities. The perforated pipe drainage system is embedded in a crushed stone trench to allow an opportunity for exfiltration into the surrounding soil thereby reducing the impact on the existing drainage infrastructure in Scotia Street. Proposed topographic changes are incorporated into the site development design to provide appropriate grading and mitigating drainage effects from the fully developed project site. Methodology—General The methodology of runoff analysis contained in this study is to develop watershed parameters 1 and to use those parameters to generate hydrographs throughout the project watershed. Watershed parameters are based on the Urban Hydrology for Small Watersheds method, as described in Technical Release No. 55 (TR-55) of the United States Department of Agriculture, Soil Conservation Service. Hydrograph generation is accomplished using the above-described watershed parameters and a 24-hour rainfall event with a Type III distribution, as specified in Technical Release No. 20 (TR-20) by the Natural Resources Soil Conservation Service (NRCS). The calculations are generated using the HydroCAD Stormwater Modeling System, Version 9.00, by HydroCAD Software Solutions. This program models the hydrology and hydraulics of stormwater runoff based upon the hydrology techniques developed by the Soil Conservation Mitigative Drainage Analysis Scotia Street, Salem, MA ' May 8, 2009 Service, now the NRCS, combined with other hydrology and hydraulic calculations. The HydroCAD program combines and expands on the most used capabilities of TR-55 and TR-20. A 24-hour rainfall event with a Type III distribution, using the procedures specified in Technical Release No. 20 by the NRSC, is utilized in conjunction with the rainfall amounts interpolated from 'Rainfall Frequency Atlas of the United States for Durations from 30 minutes to 24 Hours and Return Periods from 1 to 100 Years (1961). Existing Condition Methodology A mathematical model of the existing condition watershed hydrology, measured at the selected comparison location, was developed using the general methodology discussed above. The 1 comparison location selected is the subject property boundary. The comparative tributary watershed is measured to be approximately 24,375 square feet. ' A watershed schematic that illustrates the inter-relationship of the various sub-watersheds and their respective locations throughout the project site is included in this study. This schematic identifies the sub-watershed designations. The results of the analysis are presented in the peak flow rate and water volume summary table that follows. An existing condition watershed map and soils map has been prepared and is included in this report. Proposed Condition Methodology A mathematical model of the proposed condition watershed hydrology, measured at the selected comparison location, was developed using the general methodology discussed above. The comparison location selected is the subject property boundary. The comparative tributary watershed is measured to be approximately 24,375 square feet. The proposed condition watershed parameters and analysis are determined based on a proposed site plan of the project that illustrates the above-mentioned site development. A watershed schematic that illustrates the inter-relationship of the various sub-watersheds and their respective locations throughout the project site is included in this study. This schematic identifies the sub-watershed designations. A proposed condition watershed map has been prepared and is included in this report. Stormwater is managed according to standards established by the Massachusetts Department of Environmental Protection (DEP), and the work as proposed will not impair groundwater or surface water quality by incorporating erosion and sedimentation controls and other Best Management Practices (BMPs) designed to attenuate non-point source pollution. However, the Stormwater Management Standards are not applicable to four or fewer lots and there is no protected resource area(s) present on site. The general design approach of the drainage system is to collect runoff in the proposed drainage system from portions of the developed site and direct that runoff into the existing 2 1 Mitigative Drainage Analysis Scotia Street, Salem, MA May 8, 2009 drainage infrastructure in Scotia Street. The goal of the project's stormwater management design was two-fold: 1) mitigation of peak rate of runoff and 2) reduction of stormwater volumes. The mitigation of peak rates of runoff and volumes is achieved through the improvement of ground cover type. The existing ground cover type is bare soil allowing a relatively greater opportunity to generate surficial runoff while similarly limiting the opportunity for infiltration. The proposed ground cover improvement will consist of lawn areas that attenuate the peak flow while improving the opportunity for infiltration and thereby reducing post development runoff volumes. The proposed condition analysis investigates the hydrologic and hydraulic impact of the proposed development and its mitigative effects of the resulting peak flow rate three (3) design storms, specifically, the 2, 10 and 100 year storm events. Conclusion A summary table is provided in this analysis which summarizes the existing and proposed condition peak rates of runoff and volumes for the net flows to the selected comparison location. 1 Due to the differential improvement between the previously disturbed ground cover type and the proposed ground cover type, this effect mitigates the peak stormwater runoff from the project site to existing downstream watersheds, as can be seen by examining the summary tables and associated calculations. The total cumulative volume of flow leaving the analyzed area in the 2, 10 and 100 year storm events, according to the mathematical model, will result in less total volume discharge. ' 3 ' Mitigative Drainage Analysis Scotia Street, Salem, MA ' May 8, 2009 ' HydroCADO ANALYSIS PEAK FLOW RATE &WATER VOLUME SUMMARY TABLE ' SURFICIAL FLOW LEAVING PROPERTY Qpeak Qpeak Storm Event Existing Condition Proposed Condition 0 ' (cfs) (Vol.cu.ft.) (cfs) (Vol.cu.ft. (Vol. cu.ft.) 2-year/24-hours 3.1 inches 1.32 3,732 1.02 3,537* -195 10-year/24-hours 4.6 inches 2.27 6,507 1.77 6,031* -476 100-year/24-hours inch 6.5 inches 349 10,168 2.78 9,413* -755 * Reduction in volume due to change in ground cover type. 1 ' 4 P1 P2 '. E1 PROP PROP EXIST 1L 5 Subc2t Reach of Link) Drainage Diagram for SCOTIA L=v' Prepared by{enter your company name here}, Printed 5/8/2009 HydroCAD®9.00 s/n 03206 0 2009 HydroCAD Software Solutions LLC SCOTIA , Prepared by (enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) ' Area CN Description (sq-ft) (subcatchment-numbers) 14,215 74 >75% Grass cover, Good, HSG C (P1, P2) 24,115 87 Dirt roads, HSG C (E1) 10,420 98 Paved parking, HSG C (E1, P1, P2) 1 SCOTIA Type 111 24-hr 2 Year Rainfall=3.10" Prepared by {enter your company name here} Printed 5/8/2009 HydroCAD®9.00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 4 ' Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE1: EXIST Runoff Area=24,375 sf 1.07% Impervious Runoff Depth>1.84" Flow Length=200' Tc=1.3 min CN=87/98 Runoff=1.32 cfs 3,732 cf ' SubcatchmentPl: PROP Runoff Area=14,126 sf 66.58% Impervious Runoff Depth>2.20" Flow Length=121' Tc=5.4 min CN=74/98 Runoff=0.76 cfs 2,590 cf ' SubcatchmentP2: PROP Runoff Area=10,249 sf 7.37% Impervious Runoff Depth>1.11" Flow Length=140' Tc=6.9 min CN=74/98 Runoff=0.27 cfs 947 cf ' Link 1 L: Inflow=1.02 cfs 3,537 cf Primary=1.02 cfs 3,537 cf SCOTIA , Prepared by (enter your company name here) Printed 5/8/2009 HydroCAD®9.00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Goup Numbers , 0 HSG A 0 HSG B ' 48,750 HSG C E1, P1, P2 0 HSG D 0 Other 1 i 1 i 1 i i i 1 1 M 1 SCOTIA Type ///24-hr 2 Year Rainfall=3.10" ' Prepared by (enter your company name here) Printed 5/8/2009 HydroCAD09 00 s/n 03206 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E1: EXIST Runoff = 1.32 cfs @ 12.02 hrs, Volume= 3,732 cf, Depth> 1.84" 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/]mperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" ' Area (sf) CN Description 260 98 Paved parking, HSG C ' 24J 15 87 Dirt roads HSG C 24,375 87 Weighted Average 24,115 87 98.93% Pervious Area 260 98 1.07% Impervious Area Tc Length SlopeVelocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.6 50 0.0320 1.42 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 150 0.0440 3.38 Shallow Concentrated Flow, 1.3 200 Total Un aved Kv= 16.1 fps ' Subcatchment E1: EXIST Hydrograph 1 1.32 cfs —Runoff ' Type III 24-hr 2 Year Rainfall=3.10" Runoff Area=24,375 sf Runoff VOlume=3,732 Cf LL Runoff Depth>'1.84`' Flow Length=200' Te=1.3 min ' CN=87/98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) SCOTIA Type 11124-hr 2 Year Rainfall=3.10" , Prepared by(enter your company name here} Printed 5/8/2009 HydroCAD@ 9.00 s/n 03206 @2009 HvdroCAD Software Solutions LLC Page 6 Summary for Subcatchment P1: PROP Runoff = 0.76 cfs @ 12.08 hrs, Volume= 2,590 cf, Depth> 2.20" , Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description 9,405 98 Paved parking, HSG C 4,721 74 >75% Grass cover, Good, HSG C , 14,126 90 Weighted Average 4,721 74 33.42% Pervious Area 9,405 98 66.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) 5.0 50 0.0280 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 71 0.0170 2.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.4 121 Total Subcatchment P1: PROP , Hydrograph 0.8: 0.76 cfs —Runoff 0.7 Type III 24-hr 2. Year 0.65Rainfall=3.10" , 0.6. .. .... . .. 0.55- - -- - Runoff Area=14,1.26-sf-- 0.5- , ,.. Runoff Volume-2,590 Cf 0.45= 0.4: Runoff Depth>2.20 LL 0.36- vFlow Length=121' , 0.3. 0.25 ... ...Tc=5.4- ruin- U.2' CN=74/98 1 0.15. 0.05_ 0 —,j 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) SCOTIA Type 11124-hr 2 Year Rainfall=3.10" Prepared by {enter your company name here} Printed 5/8/2009 HYdroCAM 9 00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment P2: PROP Runoff = 0.27 cfs @ 12.11 hrs, Volume= 947 cf, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" ' Area (sf) CN Description 755 98 Paved parking, HSG C 9 494 74 >75% Grass cover, Good HSG C 10,249 76 Weighted Average 9,494 74 92.63% Pervious Area 755 98 7.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.0160 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.6 90 0.0220 2.39 Shallow 1 Concentrated Flow,Un aved .1 16.1 -fps 6.9 140 Total ' Subcatchment P2: PROP 0.3_ Hydrograph 0.28 - -- - . .. 0.27 cis 0.26- 11,24- 0.2 _......_ .__ Type III 24-hr2Year 9.22= - Rainfall=3.10" 018 Runoff Area=10,249 sf ' 0.16 -. Runoff Volume-947 cf 3 LL °'4 Runoff Depth>1.41" 0.12 9., ...- . _..014L Flow Length=1.40' 008 Tc=6.9 min ' 0.06J0.04 _ ._ 9.04 CN 74/98 0.02 .... .. ° Time (hours) _ . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' SCOTIA Type 111 24-hr 2 Year Rainfall=3.10" ' Prepared by{enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 8 Summary for Link 1L: Inflow Area = 24,375 sf, 41.68% Impervious, Inflow Depth > 1.74" for 2 Year event , Inflow = 1.02 cfs @ 12.09 hrs, Volume= 3,537 cf Primary = 1.02 cfs @ 12.09 hrs, Volume= 3,537 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs , Link 1L: Hydrograph 1.02 cfs Inflow —Pnma Inflow Area=24,375 sf 1 LL 0- .... .. .... , 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' SCOTIA Type 111 24-hr 10 Year Rainfall=4.60" Prepared by {enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 @2009 HydroCAD Software Solutions LLC Page ' Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/]m perv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEl: EXIST Runoff Area=24,375 sf 1.07% Impervious Runoff Depth>3.20" Flow Length=200' Tc=1.3 min CN=87/98 Runoff=2.27 cfs 6,507 cf ' SubcatchmentPl: PROP Runoff Area=14,126 sf 66.58% Impervious Runoff Depth>3.52" Flow Length=121' Tc=5.4 min CN=74/98 Runoff=1.21 cfs 4,141 cf SubcatchmentP2: PROP Runoff Area=10,249 sf 7.37% Impervious Runoff Depth>2.21" Flow Length=140' Tc=6.9 min CN=74/98 Runoff=0.57 cfs 1,889 cf Link 1L: Inflow=1.77 cfs 6,031 cf Primary=1.77 cfs 6,031 cf r 1 r r SCOTIA Type 11124-hr 10 Year Rainfall=4.60" , Prepared by{enter your company name here} Printed 5/8/2009 HydroCADO 9.00 s/n 03206 @ 2009 HVdroCAD Software Solutions LLC Page 10 Summary for Subcatchment E1: EXIST , Runoff = 2.27 cfs @ 12.02 hrs, Volume= 6,507 cf, Depth> 3.20" , Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.60" Area (so CN Description , 260 98 Paved parking, HSG C 24,115 87 Dirt roads, HSG C 24,375 87 Weighted Average 24,115 87 98.93% Pervious Area 260 98 1.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 50 0.0320 1.42 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 150 0.0440 3.38 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps , 1.3 200 Total Subcatchment E1: EXIST , Hydrograph 2.27 cfs —Runoff , Type 11124-hr 10 Year 2_. ...... . :... .. _ . Rainfall=4.60" Runoff Area=24,375 sf Runoff Volume=6,507 cf , Runoff Depth>3.20" LL Flow Length=200' Tc=1 .3 min CN=87198 ' 0 �j L 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' SCOTIA Type Ill 24-hr 10 Year Rainfall=4.60" Prepared by {enter your company name here} Printed 5/8/2009 HydroCAD®9.00 s/n 03206 @2009 HydroCAD Software Solutions LLC Page 11 ' Summary for Subcatchment 131: PROP ' Runoff = 1.21 cfs @ 12.08 hrs, Volume= 4,141 cf, Depth> 3.52" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/]mperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.60" Area (sf) CN Description 9,405 98 Paved parking, HSG C 4,721 74 >75% Grass cover, Good HSG C 14,126 90 Weighted Average 4,721 74 33.42% Pervious Area 9,405 98 66.58% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) Wit) (ft/sec) (cfs) 5.0 50 0.0280 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 71 0.0170 2.65 Shallow Concentrated Flow, ' 5.4 121 Total Paved Kv= 20.3 fps ' Subcatchment P1: PROP Hydrograph cfs —Runof( Type III 24-hr 10 Year Rainfall=4.60" Runoff Area=14,126 sf Runoff Volume=4,141 cf LL Runoff Depth>3.5211 ' Flow Length=121' Tc=5.4 min ' CN=74/98 OLJ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ITime (hours) SCOTIA Type 111 24-hr 10 Year Rainfall=4.60" , Prepared by(enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment P2: PROP , Runoff = 0.57 cfs @ 12.10 hrs, Volume= 1,889 cf, Depth> 2.21" ' Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.60" Area (sfl CN Description 1 755 98 Paved parking, HSG C 9,494 74 >75% Grass cover. Good, HSG C 10,249 76 Weighted Average 9,494 74 92.63% Pervious Area 755 98 7.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.0160 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.6 90 0.0220 2.39 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps , 6.9 140 Total Subcatchment P2: PROP , Hydrograph 0.6- _. . . :.. - 0.57 cis 0.55 _ Type.III 24-hr 10. Year Rainfall=4.60" 0.45-' 9.4 Runoff Area=10,249 sf 0.35 ..._ __ Runoff Volume=1,889 cf. , 0.3 Runoff Depth>2.21 0.25 Flow Length=140' , 0.2- Tc=$.9 min.. .. CN=74198 . 0.1- 0.05- 0' .,0.050 5 6 7 8 9 10 T 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' SCOTIA Type 11124-hr 10 Year Rainfall=4.W Prepared by {enter your company name here} H droCAD®9.00 s/n 03206 @ 2009 H droCAD Software Solutions LLC Printed 5/8/2009 Pae 13 rSummary for Link 1L: Inflow Area = 24,375 sf, 41.68% Impervious, Inflow Depth > 2.97' for 10 Year event ' Inflow 1.77 cfs @ 12.09 hrs, Volume= 6,031 cf Primary 1.77 cfs @ 12.09 hrs, Volume= 6,031 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs ' Link 1L: Hydrograph 1.77 ch; I Primary—Inflow Inflow Area=24,375' sf 1 w LL 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 Time (hours) SCOTIA Type 11124-hr 100 Year Rainfall=6.50" , Prepared by {enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 ©2009 HydroCAD Software Solutions LLC Page 14 Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points , Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE1: EXIST Runoff Area=24,375 sf 1.07% Impervious Runoff Depth>5.01" Flow Length=200' Tc=1.3 min CN=87/98 Runoff=3.49 cfs 10,168 cf SubcatchmentP1: PROP Runoff Area=14,126 sf 66.58% Impervious Runoff Depth>5.25" , Flow Length=121' Tc=5.4 min CN=74/98 Runoff=1.81 cfs 6,176 cf SubcatchmentP2: PROP Runoff Area=10,249 sf 7.37% Impervious Runoff Depth>3.79" Flow Length=140' Tc=6.9 min CN=74/98 Runoff=0.99 cfs 3,238 cf Link 1L: Inflow=2.78 cfs 9,413 cf Primary=2.78 cfs 9,413 cf 1 1 ' SCOTIA Type 111 24-hr 100 Year Rainfall=6.50" Prepared by{enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 @2009 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment E1: EXIST Runoff = 3.49 cfs @ 12.02 hrs, Volume= 10,168 cf, Depth> 5.01" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/]mperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (sf) CN Description 260 98 Paved parking, HSG C 24115 87 Dirt roads HSG C 24,375 87 Weighted Average 24,115 87 98.93% Pervious Area 260 98 1.07% Impervious Area Tc Length Slope Velocity Capacity Description ' min (feet) (ft/ft) (ftlsec) (cfs) 0.6 50 0.0320 1.42 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 150 0.0440 3.38 Shallow Concentrated Flow, ' Un aved Kv= 16.1 f s 1.3 200 Total ' Subcatchment E1: EXIST Hydrograph ' 3.49 cfs I - —Runoff 3 Type 111 :24-hr 100 Year .._.. Rainfall=6:50" Runoff Area=24,375 sf w Runoff Volume=10,168 cf 2 Runoff Depth>5.01`' LL Flow Length=200' Tc=1.3 min 1 CN=87/98 1 a 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 SCOTIA Type 11124-hr 100 Year Rainfall=6.50" , Prepared by {enter your company name here} Printed 5/8/2009 HydroCAD@ 9 00 s/n 03206 @2009 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment P1: PROP ' Runoff = 1.81 cfs @ 12.08 hrs, Volume= 6,176 cf, Depth> 5.25' , Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (sf) CN Description 9,405 98 Paved parking, HSG C 4,721 74 >75% Grass cover, Good HSG C , 14,126 90 Weighted Average 4,721 74 33.42% Pervious Area 9,405 98 66.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.0 50 0.0280 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 71 0.0170 2.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps , 5.4 121 Total Subcatchment 131: PROP , Hydrograph 2_ 1.81 ds I - —Runoff , Type III 24-hr 100 Year Rainfall=6.50" , Runoff Area=14,126 sf Runoff Volume=6,176 cf ' Runoff Depth>5.25'r_ . Flow Length=121' Tc=5.4 min CN=74/98 ' 0 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 26 29 30 Time (hours) 1 SCOTIA Type 111 24-hr 100 Year Rainfall=6.50" Prepared by{enter your company name here} Printed 5/8/2009 HydroCAD®9 00 s/n 03206 @2009 HydroCAD Software Solutions LLC Page 17 iSummary for Subcatchment P2: PROP ' Runoff = 0.99 cfs @ 12.10 hrs, Volume= 3,238 cf, Depth> 3.79" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 5.00-30.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 Year Rainfall=6.50" Area (sf) CN Description 755 98 Paved parking, HSG C ' 9,494 74 >75% Grass cover, Good HSG C 10,249 76 Weighted Average 9,494 74 92.63% Pervious Area ' 755 98 7.37% Impervious Area Tc Length Slope Velocity Capacity Description ' min (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.0160 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.6 90 0.0220 2.39 Shallow Concentrated Flow, ' 6.9 140 Total Un aved Kv= 16.1 f s ' Subcatchment P2: PROP Hydrograph ' 1 0.99 cfs I —Runoff ' Type III 24-hr 100 Year Rainfall=6.50" Runoff Area=10,249 sf Runoff Volume=3,238 cf Runoff Depth>3.79" ' LL Flow Length=140' Tc=6.9 min ' CN=74/98 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) SCOTIA Type /// 24-hr 100 Year Rainfall=6.50" ' Prepared by{enter your company name here} Printed 5/8/2009 HydroCAD®9.00 s/n 03206 @ 2009 HydroCAD Software Solutions LLC Page 18 Summary for Link 1 L: , Inflow Area = 24,375 sf, 41.68% Impervious, Inflow Depth > 4.63" for 100 Year event , Inflow = 2.78 cfs @ 12.09 hrs, Volume= 9,413 cf Primary = 2.78 cfs @ 12.09 hrs, Volume= 9,413 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs , Link 1L: Hydrograph , 2.78 cfs _ —Inflow —Pnma Inflow Area=24,375 sf 2-. __ . .. _.. _... _ .. . ' 0 LiLL 0... .. ... ,.. .... .. ,.. .. 5 6 7 8 9 10 ii 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours( .II •II h . Ak AW 'F �,l i4 '#�� MFS i! �• .�r % � :# � � � 3 � Y-"i 4;h �� 14 rk ,.. 44, id. Al I * �Y$.%fl ,fin Z � T •vti`3 FV 7. jLIT` SIC �M1LY " - �Je .zAAM1.. S, + P. ' Custom Soil Resource Report Table—Hydrologic Soil Group (Scotia Street) oGrouP—il Group—Summary by Map Unit—Essex County,Massachusetts,Southern Part ' Map unit syMap unit name Rating Acres in AOI Percent of AOI 102C eld-Hollis-Rock outcrop Bplex,3 to 15 percent slopes0'10.4% 602 land 0 8 2 8% 622C -Urban land complex, C 3.9 131% ing724C Urban land-Rock outcrop C/Dplex,sloping24'6 83.7%Totals for Area 29.4 100.0% ' Rating Options—Hydrologic Soil Group (Scotia Street) Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified ' Tie-break Rule: Lower 1 1 ' 20 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Map Scale: 1:2,870 if printed on A size(8.5"x 11")sheet. 0 Area of Interest(AOI) Soils The soil surveys that comprise your AOI were mapped at 1:15,840. 0 Soil Map Units Please rely on the bar scale on each map sheet for accurate map EJSoil Ratings measurements. A Q A/D Source of Map: Natural Resources Conservation Service 8 Web Soil Survey URL: http://websoilsuNey.nres.usda.gov Coordinate System: UTM Zone 19N NAD83 Q 8/D O C This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. C-7r1 C/o 0 D Soil Survey Area: Essex County, Massachusetts,Southern Part Survey Area Data: Version 7,May 5,2008 Not rated or not available Political Features Date(s)aerial images were photographed: 7/31/2003 O Cities The orthophoto or other base map on which the soil lines were Water Features compiled and digitized probably differs from the background IJ Oceans imagery displayed on these maps.As a result,some minor shifting Streams and Canals of map unit boundaries may be evident. -.. Transportation +++ Rails ,y Interstate Highways US Routes Major Roads N Local Roads 1 ' 6' STOCKADE 6' S E as.a 90.8 vv.A 90.1 91.3- 0.9-- _ _ -y2- X 93.4 \ 94 . �X 94.5, _" ._. _ . - X 94.6 ' • \ ' - ' iX 93.2 f _- _.__ - -_ X 95.3 \ 93.7 93.1 9i°z 92.2 �+ x 9s.3 E1 � 93.7 APPRt9X/A417F IX/SONG HOUSE 93. AREA=24, 375 ft? 69356 PRIVATE !� ��4 ' 99.8 gTy/•I\V/ •�V7 \ 93.2 Q ' J� X94.2 �r X95.4 X9/ V- ; 13 min \ `' • • \ ( \ X 93.5 / \\ \ \ 94.2 - \ I \ �C 92.6 87.7 ` X 85.7 X_85.0 DRQ EP JJ ' W 940 X 94',9 g7.8 X 86.5 X 85.3 85. X 93.7 _ _ X 94.7 \ X 95.7 1 � _ X 95.5 \ IEP`\ y ! I _ X93.4 �. / ✓ -. l EP -* agr'. --x-�e:a _`._x-es.e_ _ _ `' _ - J_G 94.7 UP 3204, X 95.8 J XI93!5 � �( 93.0 � � 95.1 96.4�<191.9 a , ti ` X96.193.5 X 95.9 X 93.1Xy94.7 X 96.6 X,g4� X96.5\ -X 92.4 i X 96.6 -k.95.0 - - - - - X 94i- Z4.9S.8 X 96.6x�s.5- - - - - - -- " . - -97- - � sz7 _sse- - �X96.5-= 97.1\ 61 3 _ s Existing Condition Watershed Mop 1W STONES 100.0 6• 8' C BETA/N/NG WALL 1114' STONE SAL DW MASS. Z g H RETA/N/NG wALL ' Hayes Engineering, Inc. Telephone: 781.246.2800 OW Engineers & Land Surveyors Facsimile: 781.246.7596 603 Salem Street www.bayeseng.com WakeSe/d, MA 01880 Scale: 1" = 20' 0' 10' 20' 40' Moy 8, 2009 6' S777CKADE P 89.8 __91- - I 2 __ __ - - - 90.1 91.3 - - 0.9 - X93.4 \ 911 92 _X94: ` _- - -- --- - - -- - - = - X "- `�_-- AREA= 10,249 ft? _ _ _ 93.1 /'�A, �+ 95. -x- Ci/Y 7V -92.2 - 7 r / A X 95.3 -X 95.3 \ \1 ` 93.7 7 ! i / PROP. HOUSE PROP. HOUSE I `� 3.6 / Ci=V. 9 min. 24x47 ; ; 24x48 , PRIVATE 1;_ I TF=96.0 I 5 TF-.96.0 cn GF=94.0/ i GF=95.5 � ' CF=88. CF=88.5 rn I 93.2 X94.2 4X9 . , X94.6 I ! • RD •--• RD I I I \ IX 93.5 a 1 1 RD RD(� -�� 1 ` / 4 - ` I \ Y 92.5 87.7 X85.7 X..85.0 DRi I i DRIVE EP 94.0 X 9419 _ - __ - ; 87.8 X 86.5 X 85.3 85. .. A - �' l X. 3.7 f'1 - fl\\ _ x 947 r 'p X 95.5f �'9� 0 Q 1 _ I <------ ----- - ------ --------- --- =f- ----- -- - --- -- --- - -- ----- ----- --� --------- ------------- �. F=-. --- T --- - ------ ---------- - ----- -- -==ty ---_-- ----- m -- ---- ____ -----____---===7 ----------------------- ' X,93.4 � = -m/n. , 8 _ �' ®� - 7P -- � 1 - - � \ 3 95 95 .9 \ 94.7 \ \ I ( 0�` _ _ _ - - - - /1 / &- GUY \UP 3204\ x 95.8 i u1 \ X 1X� I 43.0 \ i x 96.4 93'5 \ �96- -' RD----+�- •'�S1 RD RD.� RD ( X 93.1 PROPS HOUSE , \ / PROP. HOUSE 1 � x 95.9 / 24443 X'94.7 y ' 0 24x48 1 I ' TF-A696.0 ( 1 9s's \ TF=97.0 1 Gr=94.0 / (' ` X 96.5 GF=96.0 o i 6F=88.5 // / CF=89.5 X 96.6 _ I 955.0 X94.1_ =�,�y9�i6 '_�3•'�i ' ' I_��9'1 / . ' X 97.7 97 -- --- -- ' 4 G 95.7 \ 4.2H .�-' f 37i, -.- L T-�4Q- -_ -.R8_' _ 1 _ • • Proposed Condition Watershed Map 1'w STONE 99.1 100.0 6• CLF 6A 99.6 ' C ' RETA/N/NG WALL > STONE 2. SALEM, _ MASS* 8 H RETAINING WALL >.3ff ' Hoyes Engineering, Inc. Telephone: 781.246.2800 Civil Engineers & Land Surveyors Facsiwi/e: 781.246.7596 ' 603 Salem Street www.hoyeseng.com Wakefield, MA 01880 Scale: I" = 20' 0' 10' =20' 40' May 8, 2009 6' STOCKADE fFWF 89.8 90.8 -- -91- 90.1 _ 91.3 0.9�- - - X93.4 \ 94- ---X-044, X 94.6 \ 9 0io X 93.2 ( -X 95.3- -_ - - X 95.3 93.7 93.1 APPROXL.uA7E EX/$nNI,�HOUSE � 92.2 ( , \ 93.7 / 93.8 PRIVATE 93.5 / ' 99.8 f/f X 94.2 (/( X 95.4 X 95.2 I1 X 94.6 \\ h �C 93.2 \ IX 93.5 ( � 94.2 - \ I \) Of 92 87.7 ` \ X 85.7 X_85.0 ( \ 9 0 ORI?E EP 0�7A�E \ _ \ E / X 949 --" -' �. t 1 , 87.8 \ X 86.5 X 85.3 a5. �rg1.6� ( i 11 W t ' X 93.7 �� X 94.7 '•� �+n/� X 95.7 X 95.7 I\\ , ' \1 , ` X 95.5 6ZZC IEP 1 iu o �. I X/93.4 '\ \ ' I \` \ ,t EP -x 89?T._ :f - _ :_X-68.8_ ' " I I ,k9�c 7 \ \ H S G C / - - - X933 - -•.-- ----- -x ttz- •95.9 94.71 \ X 9s.a GUY \UP 3204,\ \ \ / � X I93.15 JC 93.0 \X 95.1 / X 96.4 �I ;V191.9 V \ o/ X 96.1 \ 93.5 X 93.1 \ , \ \ ` X 95.9 x,94.7 1 / / X 96.6 \72C 92.4 7240 _ X'54. - .9 / / - \ )q.95_0� +12 - X 94.1 x�s.3- _ js.95.8 X 96.6 H,SV(�=y C/ D X97.7 - - - - - _ _ � � _ _ _ � k GV 953 f 3K 97.1 4.p/ - ���r r -99- - - - S��/S M p ' 1,w STON£ e9 t• 100.0 6' CLF 99.6 6' C RETAINING WALL 1'W STONE SAL EM, MASS. 2.6 y � RETAINING WALL 1.3 Y Hoyes Eng/neer/ng, Inc. Telephone: 781.246.2800 • Civil Engineers & land Surveyors Facsimile.- 781.246.7596 603 Salem Street www.hoyeseng.com ' Wakefe/d, MA 01880 Sco%: 1" = 20' O' 10' 20' 40' May 8, 2009 1 , :. IV IV CLERKS CERTIFICATION ON THE PLAN s r, Fait s Get a 7 f,Y " * DATE: --------------------- „v odes CLERK OF THE CITY OF SALEM, , DO HEREBY CERTIFY THAT THE NOTICE OF APPROVAL OF THIS PLAN SY THE PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT S r r T TH/S OFFICE AND NO APPE41 WAS RECEIVED DURING THE TWENTY DAYS NEXT AFTER SUCH RECEIPT AND RECORDING OF S4I0 NOTICE. ------------------------- CERTIFY ------- —_—.-- ----------CERTIFY THAT / HAVE CONFORYED CITY CLERK F WITH THE RULES AND REGUZA77ONS XX OF THE REGISTERS OF DEEDS IN PREPARING THIS PLAN. I HAYES ENGINEERING, INC. r ROBERT A. CORMIER & LAWRENCE R. OLCOTT - DOROTHEA L. iRENNICKS #23 SUMMIT ST. LOCUS MAP #25 SUMMIT ST. SCALE:1"=300'1 N S71'22'141"W S71'22'14"W N 86.28 87.38 RICHARD A. COUGHLiN ODN C0 #29 SUMMIT ST. moo_ N -Qcn N71'17'30"E '7 W 27.92 -M- - - - - LOT 4 �, LOT 3 w S70°33'12"W o rn 62.50 �� 1 5005± S.F. 5004± S.F. I FAN KAo & PRIVATE PUBLIC L4 S70'33'12"W I I"OD N w.P 90 OD i1 SUZANNE KAO iron rod f � 135.00 �,� TURNING/ ��W oo `r'd #14 SCOTIA 5T. ON O C ACCESS — E _ fnd L -12.35 Z N l _ M _ r*i R 5.00 l' mcn EASEMENT t i w I o=at7•to 00 rrj I CHD1 BRG=5471130"E T CHDI L=12.00 N71'17'30"E S71'17'30"W N71'17'30"E N71'17'30"E 88.955 N71'17'30"E iron pipe 30.86 52.70 82.75 89. 0 RECORD) fnd 0 9.93 D 8 KATHLEEN J. iEOSZ N #9 SOUTH ST. oN SCOTIA STREET TO TL a . . 00 ----` W Ut W (Existing P tva.M - 30 feet wide) ST ET M 33.67 48.67 83.84 � b�n .,r,..� S71.17'30"W S71'17.30"W LL=12.35 571'17'30 W / N f R2=15.00 .pN' TURNING/ I Z M=47'10'00" " DANA J. DUHAIME & po ACCESS I C✓HD BRG=N04'52 30 E Z rn MARIANNE R. DUHAIME kn EASEMENT Ittoo4: C;HD L=12.00 cn0� ^ 00 C4 to #11 SOUTH ST. r*i l o 0 00.1h. LOT 6 06 JOSE R. ROBLES " I N W '� N71.17 3o E I � LOT 5 0 4689± S.F. KIMBERLY A. ROBLES �—— — — #11 scoriA ST. _ X4690± S.F. z `°W 79.69 76.88 N71'36'58''E N71'36'58"E CARIDANIA M. PACHECO JAMES P., RYAN CLIFFORD D. SPEICHER #27 ALBION ST. #25 ALBKON ST. & MARY L. SPEICHER SCOTT BOLDUC #23 ALBION ST. #17 ALBION ST. -8- — DENOTES STONE BOUND TO BE SET BY OWNER UNLESS OTHERWISE NOTED. Seal -0" Dr N OF rq,�s �Z\"tt5 MgS,y, p`'`�E' SAG Vti PETER ) i PEira m c"- autYFh N, it 3,*u•?.=' 4< ."@tw, x rk. T(" x.,;,, . 0' 10' 20' 40' 60 .#. aU'fZV� 666 PLAN TITLE SHEET DESIGNXTION � � TIN S,uffi DEFINITIVE PLAN DEFINTIVE SHEET 1 OF 1 Design By: xxx DEFINITIVE PLAN TOPOGRAPHIC PLAN TOPOGRAPHIC SHEET 1 OF 1 Drawn By: _ MEM SCOTIA STILE DEFINITIVE PIAN & PROFILE PLAN & PROFILE SHEET 1 OF 1 Checked By: PJO ET Project File: SAL-0068 SALEM, ASS. DETAILS DETAIL SHEET 1 (OF 1 Comp. No: SAL49 iso-'ze,°t :z'9*a` r``e1' "f' ;z'+s+S" .G"`+aa :fXh .: r-+. �na,Pm., j 'c1:r'4yr?"+i ur£ "+ 'a s xh Developer ®Issued For PermitEngineer , p u= ` r _ Issued For Review Asphalt Services, Inc. Hayes Engineering, Inc. ,z{Kes, u3"-z .cZ', ..f S' ❑ y LIST OF WADERS: 800 West Cummings Park 603 Salem Street ZONE R-1 (RESIDENTIAL ONE ❑Issued For Bid Woburn, MA 01801 Wakefield, Mass. 01880 FAMILY) SECTION IV.A.2.A ❑ Issued For Construction www.hayeseng.com i ¢ WAIVER OF PAVEMENT WIDTH FROM 24 FEET TO 22 FEET. ❑Not Far Construction DIMENSIONAL REGULATIONS REQUIRED/ALLOWEDWAIVER OF VERTICAL/SLOPED GRANITE CURB TO BITUMINOUS CURB. Scale: 1"=20' May 6, 2009 MAX. LOT COVERAGE BY BLDGS. 30% SECTION V.B ALBION STREET '$ ` __. SALEM _ __ MIN. DEPTH FRONT YARD 15 ft WAIVER OF SIDEWALK TO NO SIDEWALK. 9 I PLANNING BOARD Application Filed: _ MIN. WIDTH SIDE YARD 10 ft — zFi7 .. _. — Plan Approved: MIN. DEPTH REAR YARD 30 ft PROJECT NOTES: s a MIN. HEIGHT BLDGS. 35 ft LOTS 5 AND 6 ARE SUBJECT TO ZONING BOARD OF APPEALS ACTION. 5- -�--- .-- . --. , -.- ,-- ..__ ___,_ Pian Signed: a DEFINITIVE SHEET 1 OF 1 MAX. HEIGHT BLDGS. 2-1/2 stories PLAN REFERENCES: 1) PIAN N0. 130 OF 1986, PREPARED BY ESSEX SURVEY SERVICE, INC. DATED 12/30/1985. ?., __— __ _. _l._.. — n MAX. HEIGHT FENCES 6 ft 2) LAN BOOK 189 PLAN 35, PREPARED BY ESSEX SURVEY SERVICE, INC. DATED 6/25/1984. _, r 3) PLAN NO. 136 OF 1961, PREPARED BY EDWIN BRUDZYNSKi, DATED 3/1961 (DEED REFERENCE) ?__� ___� �_. : _ _.._., _�_. N MIN. DISTANCE BETWEEN BLDGS. 40 ft SHEET 1 OF 4No. j Revision Date l CLERKS CERT/F/CAT/ON ON THE PLAN DATE. CLERK OF THE C/TY OF SALEM, DO HEREBY CERTIFY THAT THE NOT/CE OF APPROVAL OF THIS PLAN BY THE PLANNING BOARD HAS BEEN RECE/VED AND RECORDED AT THIS OFF/CE AND NO APPEAL WAS RECEIVED DURING THE 7WENTY DAYS NEXT AFTER SUCH RECEIPT AND RECORD/NG OF S4/D NOT/CE. 0� �a ------------------------- 0 / CERT/FY THAT / HAVE CONFORMED CITY CLERK �0 WITH THE RULES AND REGULATIONS OF THE REG/STERS OF DEEDS /N PREPARING THIS PLAN. 2� ---- ----`---------- j HAYES ENGINEERING, INC. ROBERT A. CORMIIER & LAWRENCE R. OLCOTT DOROTHEA L. RENINICKS #23 SUMMIT ST. #25 SUMMIT ST. 6' STOCKADE FENCE 6' STOC E NC I, Mel 11114 89.Ey g - r - so.1 . 0.9 PROP. SILT - - _ RICHARD A. COUGHLIN - - - - - - LOT -3- 93.4 \\ FENCE/HAYBALE 00#29 SUMMIT ST. 00 1 92�. x 94A, - I-4 m - -I- _ X � PROP. / r"� 94 �"7 .9Ks- t�� 17.4 ------ ♦ \ RETWALL 0� 0 X 95.3 X 95.3 \ , 93.7 93.1 APPROX/MATE EX1SiANG HOUSE r1r �2.2 / / 1 I \ I 1 93.7 PROP HOUSE ,� PROP. HOUSE j o 3.s I-FAN KAO) & r / / 24x47 1 I 24x48 I 1 SUZANNE WAO PRIVATE --°�- PUBLIC TF=96.0 TF=96.0 s If � I GF=95.5 #14 SCOTIA ST. iron rod 93.a / / / GF=94.0 \ (fnd d.e P CF=88. CF=88.5 �/ EXIST. CB#3 ) 26.g x 94.2 10.5 - , X 94.6 rn1 s3a RIM=84.74 Ix 93.5 - - o' RD RD)); 17.4 �`__.� RD�gg ,- RD 12"RCP INV.= EXIST. DMH#4 \1 1 00--- ROP. HYDT. & I a _. - _ w atm - I \ �C 92.s Ez7 x..es.o RIM=84.49 tz x Es.7 12"RCP INV.=80.99 CB#3 / TE k3FW/�8l!>[�6 4} w t=t7:1� s I t I DRIVE ) oR E \` ` � 64.9 iron fndlpe 1O"CI INV.=81.14 CB#4 / R=100.0 o l `Is sa.o / EP E �` ( ) 1'2"RCP UT-80 79 OUT _- 4.8 - 67 8 X 86.5 X 85.3 85. x sass\ ' L 25. -\ \ 1 w` ,<tlyi ba� - \ , 1 .,...VGC 64. 49 .. E84. KATHLEEN J. LEOSZ j xi�\7 x 94.7 \ x 95Z_ - R-241 0�\ \ , ` 1� x Ea.a x aa.6 li #9 SOUTH ST. I r`• \ - J� -_� x95.s 9y=_____ ,IEP- _ C A 1 F= _______ _+____ _ __ _ _______________________ �[_ __trey®[{- - � _ _ - --_ � - X/93.4 -- � --� I �;�- 22.0 �\ S 7.55 �" - - `.-x-esa' -- 1- ....,„,. 1 1 ) L= . ="` ;. ncJ eas r S1DEWALKx 84 94.7 \ L(0 85.4 L=20.92 GUY \UP 320 END OF (PROPOSED ea. ORVE aas x ss.E 1 =122.00` \ ,i e4� r � tlx 193. E � RD 3.0 '� � \ / RD �I �, , �®, x s RD9�-- Ro�r � \\ ROADWAY' IMPROVEMENT 'EXIST. SMH#4 'I _ PROP. I se \ RIM=$4.63 �4, -� SCOTIA STREET RETWALL AI\ 8"CI INV.=79.97 w u P \ x 96. of \ em. z 1 -, APPROXIMATE LOCATION OF DANA J. DUHAIME & tb; y ) PROP\ HOUSE 1 \ 1 PROP. HOUSE t I x 95.9 EXIST. CB#4 MARIANNE R. DUHAIME ` / X 93.1 244x43 x1947 , ` 1 0 24x48 t 1 EXISTING 6' WATER. CONNECT " RIM=84.50 #11 SOUTH ST. TF�96.0 / ; ;9ss ) x TF=97.0 1 END OF EXISTING 6 WATER 10 CI INV.=81.45 o X 96.5 A l rn JOSE R. ROBLES & G�'=94.0 / � � GF=96.0 oI KIMBERLY A. ROBLES TO NEW 8" CLD( WATER'. &=88.5 / / CF=89.5 x 96.6 1 ► (LOCATION OF END OF EXIST. PROP. GRASS / / 10.5 g g t 1 1 _ #11 SCOTIA ST. 6" WATER UNKNOWN) PAVERS - L- s 2s _� Q,9,5y3� ✓ \�. �� 4•:96.3�t _ APPRO.Y/MATE EXISTING HOl1/SE 95.0 - - -- -- X94.1 \ \ � -1 �- -y 1 "'•• ~ -95.3_-��.+....- - -4 - "_ . - Y-95:8 A...�( � t X 96.fi .,-. - f�tb.> X 97.7 c�F 957 LOT`5.f.z °1 9 .._9` "^.. �ss.5 _ -I 97 s6'°f=mss,, LOT 6 I r PROP. SILT h 3 1 s _ g_- - FENCE/HAYBALE 99.1J 99.6 '.e. r �`n 100.0 6' CL 9- 1 a 570,1E 6' CLF _ R T/ E Ah/NG S✓A(L 1 G STONE 2 E F/ RE7AIAI IYALL CARIDANIA M. PACHECO JAMES P. RWAN CLIFFORD D. SPEICHER SCOTT BOLDUC #27 ALBION ST. #25 ALBION ST. & MARY L. SPEICHER #23 ALBION ST. #17 ALBION ST. i Seal OF s9 . I _ o PETER J. ny ` 2 OGREN m 2 CIVIL r .Q STEQ'� c@ srnraaL�G� 0' 10' 20' 40' 60' P#, Design By: xxx TOPOGRAPHIC PLAN Drawn MEM SCOTIA STREET i Checkedd By: NO �,A c Project File: SAL-0068 SALEM, MASS. Comp. No: SAL49 ®Issued For Permit Developer Engineer Asphalt Services, Inc. ❑Issued For Review 800 West Cummings Park 603 Salem Street Hayes Engineering, Inc. ❑Issued For Bid Woburn, MA 01801Wakefield, Mass. 01880 ❑Issued For Construction www.hayeseng.com E a M ❑Not For Construction o Scale: 1"=20' May 6, 2009 ALBION STREET 8 - PLANNING BOARD Application Filed: 0 10 SALEM u 7 �-�_- - --_ _ Plan Approved: A_ m 5 Plan Signed: A PROJECT NOTES: 3 - -- TOPOGRAPHIC SHEET 1 OF 1 2 DATUM IS NGVD OF 1929 Q No. �� Revision.. � Date J SHEET 2 OF 4 z 777'', 1 IV LEGEND OF AMREVIAT/ONS & S)WOLS ROBERT A.. CORMIER & LAWRENCE R. OLCOTT DOROTHEA L. RENNICKS #23 SUMMIT ST. L/GHT POLE fF #25 SUMMIT ST. UIIL/7Y POLE Cal HYDRANT WATER GATE 73 0 RICHARD A. COUGHLIN X03 SEWER MANHOLE Q #29 SUMMIT ST. F p SIGN RETW LL DRAIN MANHOLE O APPROX/,Il//aa7F EX/ST/NC HOUSE (PROP. HOUSE PROP. HOUSE I I-FAN KAO & �p CATCH BASIN 24x47 ( 24x48 SUZANNE KAO PRIVATE -� PUBLIC C, g TF=96.0 TF=96.0 I - S EDGE OF PAVEMENT EP GF=94.0 GF=95.5 #14 SCOTIA ST. Q CF=88.5 CF=88.5 EXIST. CB#3 6' CHAIN LINK FENCE - 6' CLF ( RIM 84.74 12 RDIRD "RCP INV.= EXIST. DMIH#4 EX/ST/NG CONTOUR RD RD RD RD ---ys---- -- I' RIM=84.49 PROP_ HYDT. 4 & ( I I 12"RCP INV.=80.99 CB#3 EX/ST/NG SPOT GRADE X 84.8 6" GATE W/8"x6" L I OR/lE I DRIVE I iron pipe 10"CI INV.=81.14 CB 4 PROPOSED CONTOUR ---- 100 ---- REDUCER s o I`j EP E j (fn 12"RCP OUT=80.79 OUT `®� o 711�[11 (97 VG0 _ PROPOSED SPOT GR4DE KATHLEEN J. LEOSZ j - - - -- - - ' - N - PROPOSED SURFACE FLOW f#9 SOUTH ST. V_ N v, Ln 0 �o w 22.0 o o w s- rte _ y+1,5 � u, � 0 4�- EP m ..,. O POL YVINYL CHLOR/DE PIPE PVC `-' DRIVE PIPE INVERT /NV Cur UP 3204 END OF PROPOSED ROADWAY IMPROVEMENT EXIST. SMH#4 SO/L TEST LOCATION I RIM=84.63 PROP. ^ `TalXa` SCOTIA STREET 8"CI INV.=79.97 STONE WALL 3000CQC RETWALL 1 ` '��1�, RD RD RD RD RD RD j DANA J. DUHAIME & v� �`";?fir ' PROP. HOUSE PROP. HOUSE APPROXIMATE LOCATION OF EXIST. CB#4 WATER LINE - } a EXISTING 6" WATER. CONNECT RIM=84.50 MARIANNE R. DUHAIMEy 2443 0 2448 #11 SOUTH ST. r � TF=96.0 TF=97.0 END OF EXISTING 6 WATER 10"CI INV.=81 .45 PROPOSED WATER SERVICE W r\ �.> A JOSE R. ROBLES 8k TO NEW 8" CLDI WATER. GF=94.0 GF=96.0 KIMBERLY A. ROBLE:S LOCATION OF END OF EXIST. PROPOSED SEWER SERVICE S r� s , Yt CF=89.5 PROP. GRASS G,�tt 1a - CF=88.5 I #11 SCOTIA ST. 6" WATER UNKNOWN PAVERS aPPROX/MATE EX/.7ST/NC HOUSE PROPOSED ROOF DRAIN RD CHAIN-LINK FENCE x 4.2'1 ra STOCKADE FENCE • 1•s/ �,-;c,��r__i .-----_-_ W/,RE FENCE CARIDANIA M. PACHECO JAMES P. RYAN CLIFFORD D. SPEICHER SCOTT BOLDUC #27 ALBION ST. #25 /ALBION ST. & MARY L. SPEICHER #23 ALBION ST. #17 ALBION ST. CLERKS CERT/F/CAT/ON ON THE PLAN DATE. --------------------- Oq N 0 `O 0 O 04 Lo 61 10+� +rn /. CLERK OF 7TRE C/TY OF SALEM, q DO HEREBY CERTIFY THAT THE NOT/CE OF'APPROVAL OF THIS PLAN t~w N N w E SY THPL4AN/NG 80ARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECSIW&O DURING THE 7WEN7Y a a- 1.54% a a sa DAYS NEXT AFTER SUCH RECEIPT AND RECORDING OF SAID NOTICE. .54% 75.00VC 1 129.82SD 10.15% N 0 C/7Y CLERK O + Z+ Z 0-I- 0 T in 0 + Z Z) O m 0) n O O LO HMS t r- 0O ± Z N to a C3 (n 00PROPOSED NCIO cn 0) F o Y) LO II 0) > CENTERLINE = 11 Z Z PROJECT NOTES: DATUM IS NGVD OF 1929. te) It� > Thad » � � z � � 'NN (-46 11 Z it ? Z tnxo o � 2112 x _ - - m N x 00 Z) ALL MATERIALS USED FOR STREET CONSTRUCTION AND PROP. 0 0 UTILITIES SHALL BE OF THE SAME GRADE AND STANDARD AS RETWALL \ w z L M THE CITY OF SALEM DEPARTMENT OF PUBLIC WORKS. / o + z T co \ _ t- t- N O -- -- - --- -- --_ O d+ m92 M o 1S3 LF 12" PERF. HbPE S=0.0% ` \• n II o o EXIST. LEFT <C Z cq rn rn X Y „ I i ( d I \ \ X01° z r7 i° SIDELINE � a � o o OF_ _ > II v� t- <r m . m Seal �tiN dQS " - - -- - I \ N = It Z EXIST. ''� > N d IIT II --a- '-' '- O W T d• O) 00 PETER J. f- \ _ - � Z 00 t- CENTERLINE m r - - - 103 LF 8" PVC = \ N oo E E n - _ II = rn Z II o CIVIL N \ ro II O • 0 a m 88 � - t_---- _-`-- _ ___-- . -__y _ � _ - EXIST. RIGHT � 0 > to > o S 1.O1 � d• d m d- - > ciw� -. �. ._ _ - _ --._. ._ \ U fn Z U Z 0 Z v No.271d5 y BOTTOM OFl STONE TRENCH SIDELINE rj II d - d - d 0 - m 9 0 a \ 00 H co ~ U _ U A9 FG7s7 EFS (SEE DETAIL SHEEP) ! I PERF - N u) 11 - vo II U (n U �0� X b x - NON G,JAL 0' 10' 20' 40' 60' F � S - A � lommimpil 84 IT' Design By: xxx DEFINITIVE PLAN & PROFILE eTf \ 104 LF PER . 12" HDPE 5=1.0, Drawn By: MEM I Checked By. NO SCOTIA STREET I Project File: SAL-0068 80 Comp. No: SAL49 SALEM, MASS. -XI--6 ! ®Issued For Permit Developer Engineer I END ROA 1 ❑Issued For Review Asphalt Services, Inc. Hayes Engineering, Inc. Y I IMPROVEMENT PRIVATE PUBLIC 800 West Cummings Park 603 Salem Street ❑Issued For Bid Woburn, MA 01801 w I 1 .54% I 75 V.C. I Wakefield, Mass. 01880 -'L 00% 76- "� ❑Issued For Construction www.hayeseng.com ¢w t ❑Not For Construction o r- m d. N o m rn j h 00 co N I t <r n 0) Scale: 1"=20' HOR & 4' VER may 6, 2009 8 r7 u? o r� n T rnLri ro N N 10 SALEM r7 ri "i ro <r a a �f h Tri LO ri `� Jtj h a v a - o DATUM-72 j rn 0) 0) rn ° rn °j 0) irn °� rn rn °� rn rnQ' I °o $ PLANNING BOARD Application Fled: 0 0 0 0+50 1+00 LO1+50 2+00 2+50 3+00 3+50 3+63 5_ �- -��- Plan Approved: m -I- -I- + N rn a 00 0 + + _5 Plan Signed: T zi 4 - - - SCOTIA STREET g 94.78 DENOTES PROPOSED CENTERLINE GRADE 2 PLAN & PROFILE SHEET 1 OF 1 0 95.8 DENOTES EXISTING CENTERLINE GRADE 1 --- ------ - - SHEET 3 OF 4 aNo. Revision Date -- i i MANHOLE fRMfE & COPIER FIN/SH ROAD GRADE AS SPEC/FILED 8" 8 OR GROUND SURFACE WATERr/GHT FRAME AND COINER TO BE USED WHEN WATERTiI ' 4" THICK H-20 STANDARD pqV 2 COURSES OF BRICKS CONSTRUCAON IS REQUIRED! 2 COURSES OF BRICKS FRAME AND GRATE FRAME & & MORTAR ARE' TO BE --'— �-- & MORTAR ARE TO BE USED FOR GRADE MORTAR BED USED FOR CR40£ 24 f 1" W/BR/CK & MORTAR ADJUSTMENTS ADJUSTMENTS AS REOU/RED FRAME TO BE SET/N 4" THICK H-20 REINFORCED CONCRETE DLA. OPEN/NG FRAME TO BE SET/N FULL BED OF MORTAR FRAME ANO COVER 8" ]NICK H-20 FULL BED OF MORTAR. 24 t l" W/BRICK & MORTAR FLAT TOP REINFORCED CONCRETE OG4. OPEN/NG S REQU/RED 4 o WALL OF MANHOLE f1LL MORTAR ✓0/NTS /NS/L?E BRICK L/NEO `" SHAPED INVERT 8" THICK H-20 18" TO 24" W/7H NYDR4UClC CEM0VT PRECAST CONC. TRANSITION FLAT TOP 8" CONICAL (NON-SHRINKING MORTAR) SECTIONS OR 84RREL MORTAR SECTIONS MORTAR ALL JOINTS SECT/ONS WITH PRECAST 4" ALL 48" t>" 2(MIN) JOINTS DIAMETER TOP SLAB DES/GNED FOR 8" 2 M/N 0.12 S0. IN. H-20 LOAD/NG (MIN) FLOW STEEL PER 48"j>" NORMAL VERT/CAL FOOT, DIAMETER 2-(MIN) `F WATER HEIGHT OF RISER PLACED ACCORD/NG WATER77GHT BUTYL RUBIBER LEVEL SEC77ONS VARY TO A4SH0 JOINT SEALANT AT ALL JO/NTS OUTSIDE OF PIPE t 2` CATCH BAS/N HOOD FROM I' TO 4' DES/GNAAON M-199 PRECAST REINFORCED CONCRETE A A CLEARANCE . P/PE OPIVN66 SECTIONS WIN B/TUM/NAS17C 4, TO BE PRE-CAST WATERPROOF COATING i ONE 3 84R AROUND , J ,� SHELF ELEYAAON SAME AS y h IN RISER SECAON OPENINGS FOR MORTAR ALL JOINTS MINIMUM 0.12 SO. IN. CROWN OF H/GH£ST PFPE STEEL PER VERTICAL OUTSIDE OF PIPES 1B' MULTIPLES OF 1;2;3;4;5' B"MIN. A PIPE ,+ 2" DIAMETER & OVER (V R/ES) OR 6' LE80H75 BR/CK SHELF FOOT PLACED � WA RA T CLEARANCE TE GH AND SLOPE 1` FT MW 0.>2 SO. A. 1" COVER / / T SH , ACCORD NG OAA TO FLEX/BL£ (BOOT R PROVIDE V' STEEL PER O I OPEN/NGS VERTICAL FOOT, \— ,cLACED ACCORDING ,� 0 fZOW PLAN TO ASHO PRECAST CEMENT DESIGNATION M-199 CONCRETE EASE' UNIT 3PIPE D PROVIDE 'V' PRECAST CONC. SASE BR/CK OR CONCRETE FILL ' OPENINGS vovo ovvv vvvvvvvvv 8"M/N.✓vvvvvv vvvvvvvvv vvvvv vv VVOVVVVVV� VVVVVVVV SHALLOW DRAIN MANHOLE SHALLOW CATCH BASIN 8" MN. SCREENED GROVEL BASE UNDISTURBED EARTH DETAIL DETAILORCONCRETE OR LEVOE- SECTION A A NOT TO SCALE NOT TO SCALE DRAIN MANHOLE TYPICAL PRECAST SEWER MANHOLE NOT TO SCALE NOT TD SCALE BITUMINOUS GRAVEL IIII VALVES AND HYDRANTS A9 PAVEMENT OPEN COUNTER CLOCKWISE BASE -C WATER MANN 9 VAR/ES HYDRANT TO BE AO✓L/STF0 TO GR40E AS REOU/RED, + + + a + + t + + +++++1+ /,\\\, ROTATE AS NECESSARY F/LTER FABR/C.C65V E7E" 45 _ _II + + a + i + a + #NAY BALE _ + + + + + + + a a ir + + a + + + + + + +# + 4 + + } + # + # #It L1i._ + + + + + a + + a # a SU/TABLE BACKF/LL f7N/SH GRADE —. 1—. + { + + + + + # # aSEAR/NG AREA I��H I LLI II__!_i Q -III + + + + , + + + + # THOROUGH[Y air=lr_,.1Jr,n�;_—, = + + + { a + + + aa #AGAINST Z +++#a#aa#+a+# #a«a+}#+ COMPACTED B/T. CONC. CURB 6 FINISH -I I IOWE' (UNDISTURBED � # + # # # # } + \/ MATERIAL APPROX. W I_ + # + + + + + + # } + +. \\ } + + + # ++++++++++++.+.+,+ i a a + + 4 # AL7✓USTABLE I - ) -i I I( — =III # + + + . a + a # # + +. / GRADE a + + + + + + .+++++++++++ + \ I. = VALVEBOX Thi - . �=i�=11 � — + # # + # # # + + # + +. + \\ ��'II�l11 , irC �� a#+a+}#a#'a+a +#aa#+++#aa+ + \/ PROVIDE 4 CUBIC FT. OF SCREENED �o I I r�i CONCRETE �I '!��� ,.. +. . . j : �i.:......:.. . _ _ o GRAVEL OR GRAVEL 84CCRIL TO AT ,. ° " —I '.' y i LEAST 6 /N. ABOVE DRAIN HOLES 1 :III \\/ LC) WEAR/NC OUR —C SE EZ EVA .. . .-_ .. . s IYER ATER MAIN CRUSHED \\ (SIZE VARIES) 6" GATE VALVE E B/ND£R COURSE 3�� -3�4 TA S KED . vv '.. . .. . ...... . STONE 7W ° :GRAVEL BASE ' y WOOD POST HAYBALE L/NE F/LTER FABR/C (2 XO)STAKES (I I I \ \ M/N/MUM BEARING FACE AREA FOR CONCRETE THRUST BLOCKS PIP£ SIZE 90 BEND 45 BEND 22.5'BEND TEES, PLUGS, CAPS �/• (IN) (S.F) (S.F.) (5 F.) & HYDRANTS (S.F.) pQR 116�I�= I I 6�D EARTHCA VA /ON fLAT STONE OR CONCRETE s B 5 3 4 APPROX. GRADE P CONCRETE BACK/NG AGA/NST TEE CONNEC7/0N UNDISTURBED MATERNAL 0 �2 8 5 6 EXCA AT/ON CONCRETE 84CK/NG AGAINST 12 28 18 10 1.3 uNDisTURBEn MAr£RUAc THRUST BLOCKS TO BE 3000 P.S.I. CONCRETE PLACED AGA/NST F/LTER FABRIC UNDER NOTE- USE RING-717E PVC GRAVITY PIPE MANUFACTURED BY ✓-M PIPE APPROX. UND/STUBBED MATERNAL KEEP CONCRETE CLEAR OF MECHAN/CAL ✓O/NTS GRADE OR EOU/VALENT WHICH CONFORMS TO ASTM D-3072. TYPICAL HYDRANT AND VAL VZ- OLS. TA/L s crioN RESMiNENOT TO D JOINT YVR4Nr TEE THRUST BLOC/( DETAIL SILTATION FENCE & HAYSsALE DETAIL SEbLERIYATER TRENCl/ DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE I BITUMINOUS GRAVEL PAVEMENT BASE CLERK'S CERT/FICATION ON THE PLAN .- . DAT _. E --------------------- —I a a a + + + + + 4 ♦ + a + + + # # + + +++++++,+,+ + + # :+:+:+:+:+:.++++++.'+'++++. # # + + + + + + / CLERK OF THEC/TY OF SALEM LEM W -I I + + ` + ` ' + # ' # ' # + + j\ OG2 HEREBY CERTIFY THAT THE NOTICE OF APPROVAL OF THIS PLAN Senl �P`0 Or 4S' + + a + + # a + a + + + + a + + + + a # 4 + { + + + + \ BY' THE PLANK/NG BOARD HAS BEEN RECE/PED AND RECORDED AT �' � - + a # # i + + + + + + + \� SUITABLEBACKF/LL PETER J, y JQ 'III+ a + + + + a a + a /\ THUS OFF/CE AND NO APPEAL TIAs RECEINFO DURING THE TWENTY z OGREN N + + + + + + + + aa + + + THOROUGHLY m 11 11 + + + + + a . } + t g CIVIL I— + # # + + + + + + +++++ + a COMPACTED DANS NEXT AFTER SUCH RECE/PT AND RECORD/NG OF SAID NOT/CE. y + i + + + + + + # h -III + + + + + + a + a . # a + � 9 flo.27L45�q lV O —_ + + + { +a a a ++ a + + + + + + + ++ + + + + ++ ++ ++ ++++++++++1-1 2" TOP COURSE GRASS PLOT — a ' + + a aaaa + + \\\/ - --- 2�, S1]9SNTAlE��aCvei 0' 1 f0' 20k 40' 60' + + + # + # + + + + + +GRASS PLOT + + + # + + + + { + + + + a / C/TY CLERK 2-1/2BINDER 3/8" PER FT. =III \/ Design By: xxx DETAIL SHEET 12" PERFORATED Drawn By: MEM BITUMINIOUS CURB CRUSH 04 \� DRAIN PIPE CheckeP ojectdFige SAo-0068 SCOTIA STREET STONE / ' SALEM, MASS. Comp. No: SAL49 12" GRAVEL BASE I ®Issued For Permit Developer Engineer =III :... ..:.. ..: . .. . ... . ...... .:: _ .. .... . . Issued For Review Asphalt Services, Inc. Hayes Engineering, Inc. /� i. �/ / 800 West Cummings Park 603 Solem Street _ _ EARTH ❑Issued For Bid Woburn, MA 01801 Wakefield, Mass. 01880 TYP/CAZ CROSS SECT/ON ' I 1I8I, I I 18„ EXCAVAT/ON [:]Issued For Construction www.hayeseng.com NOT TO SCALE LEDOE EXCA VA TION ❑ Not For Construction o Scale: 1"=20' HOR & 4' VER May 6, 2009 NOTTE.• USE R/NG-T/TE PVC GRAVITY PIPE MANUFACTURED BY ✓-M PIPE 70 �— SALEM o OR EOUIVALENT WHICH CONFORMS TO ASTM D-3212. ? PLANNING BOARD Application Filed: o B 7 I _ Plan Approved: DRAIN TRENCH DETAIL _5- --- ---- -- Plan Signed: NOT TO SCALE 4 ---- �I 3 --1--- N DETAIL SHEET 1 OF 1 g 2 I _ N —�J �— SHEEP 4 OF 4 aNo. Revision j Date _ i z i _ i