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HomeMy WebLinkAboutApplication - 15 TIMBER LANE 6/15/2007 Town of North Andover Planning Board Application for Watershed Special Permit I PO"Please type or print clearly. 1. Petitioner: H.David&Allyson Fournier Petitioner's Address: =15Timber Lane,North Andover,MA 01845 Telephone number: (9 78)683-2771 F David Fournier 2. Owners of the Laud: Address: 15 Timber Lane,North Andover,MA 01845 Number of years of ownership: 3. Year lot was created: 1963 4, Is the lot currently on septic or sewer? I Sewer If on sewer,please provide date the sewer connection was completed: -unlThown 5. Descri tion of Pro nosed Pro'ect: I Replacement of existing single-family house and associated site development and accessory structures, NOR III 6. Description of Premises: Existing 1.48 acre lot with existing single-family house and associated improvements and necessary structures, 15 Timber Lane,North Andover,MA 01845 7. Address of Propert Bein Affected Zoning District: esidential Assessors: Map: 64 Lot# 38 Registry of Deeds: Book 4:110241 Page#: 132 8. Existing Lot: Lot Area(Sq. Ft) 64,495 Buiidingneight <35' ���--- Street Frontage: 461,12' Side Setbacks:ff:64' Front Setback: 58,6' Rear Setback:Floor Area Ratio: NIA Lot Coverage: 9. Proposed Lot(if applicable)-. —�-- Lot Area(Sq. Ft) 64,495 Building HeiggN/A ' Street Frontage: 461.12' Side Setbacks: Front Setback: 32.4' Rear Setback: Floor Area Ratio: N/A Lot Coverage: 10. Required Lot(as required bv Zoning B law): Lot Area(Sq. Ft) 87,120 Building Height <35' Street Frontage: 175 Side Setbacks: Front Setback: 30 Rear Setback: 30' Floor Area Ratio: N/A Lot Coverage: N/A 11. Existing Building(if applicable)- Ground Floor(Sq.Ft.) 2153 #of Floors: 2 Total Sq-Ft. 3225 Height:'< 5' Use: am:Uly esi en is Type of Construction Wood Frame 12. Proposed Building: Ground Floor(Sq. Ft.) 4800 #of Floors: 2 I Total Sq.Ft. 9600 Height:[-<-'35 Use: in e° ami e " e`ntiai Type of Construction ood Frame 13. Has there been a prQvioUs�application for a Special Permit from the PlanninLy Board on these premises? j If so,when and for what type of construction? Sept.,2004* * Watershed Special Permit Withdrawn witHou Frejud-ice 14. Section of Zoning B law that Special Permit Is Bein Re nested .13 ,3,c.ii. 1 . 2 (4), 51,and M 15. Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form which is the official form of the Planning Board. Every application shall be filed with the Town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements,as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning B card of this application as incomplete. Petitioners Signature: 8L1S �j` + Print or type name here:9,' V �k to " Owner's Signature: 1-> is f-I `1Y Print or type name here: vex'.-i.c- 16. Please list title of plans and documents you will be attaching to this application. 1. Stormwater Analysis Report dated March 2007. 2. Watershed District Special Permit Plan dated March 20, 2007. Stormwater Analysis Prepared For: H. David Fournier 15 Timber Lane - North Andover, MA W.C. Cammett Engineering, Inc. 297 Elm Street - Amesbury, MA Date: March 2007 OF MASS FRED V. qn g° FORD tiN o CIVIL y No.35453 A�oc�FG'STER \�Q FsS!p tiNv L TABLE OF CONTENTS Site Description page 3 Project Description page 4 Design objectives/Methodology page 5 Results page 6 Summary page 6 LIST OF FIGURES Figure 1 Locus Figure 2 Pre Development Drainage Zones Figure 3 Post Development Drainage Zones ATTACHMENTS Projections of Downgradient Chemical Concentrations page 1-3 W.C. Cammett Engineering,Inc. 2 M:Iwinworo120061061061StormwaterAnalysis and ManagementlStormwaterAnalysis SITE DESCRIPTION GENERAL The 1.48± acre project site (Site) is located at 15 Timber Lane in North Andover, Massachusetts. An existing single family dwelling is currently on the property. It is situated in the Residence 1 Zoning District. See Figure 1, (Locus Map) for a more detailed description of the project location. Slopes on the Site range from 0 to 33%. Vegetation on the Site consists of lawn areas while the eastern portion of the property is primarily wooded with a variety of deciduous trees. Soils on the Site are comprised of Sutton (SuB), an moderately well drained, very stony, fine sandy loam, hydrologic group B. Bordering Vegetated Wetlands (BVW) are present throughout the site along the northern property line. See Figure 2, (Pre-Development Drainage Zones) and the site plans for a more detailed description of topography and soil conditions. PRE-DEVELOPMENT DRAINAGE CONDITIONS The site consists of two subcatchment areas. Subcatchment-1 represents the portion of the site which flows towards the northerly property line and Subcatchment-2 represensts the portion of the site which flows towards the easterly property line. See Figure 2, (Pre- Development Drainage Zones) and the calculation data in Appendix A for a detailed description of subcatchment data. W C. Cammett Engineering, Inc. 3 M.-lwinwordk2006106lo6istormwaterAnalysis and ManagementlStormwa ter Analysis 7- N& ......11 pond p ta 1j OK- t'J itf,t- N ME�� .w, P/ No � lit tp V 4 W Mon'.i Cem, '5- V A :z' %I I V -o > 74 j -A' O 47 c T V 7) 61 48 q L2 RES titer V. T j, A -64E 7 Lim , ,I. —x M Z' t I, J -VIIN" �Lv y �!'``� \ .\' 1 \ ,tll`/ /� %��Yd 4 ]f+ r1rP stir /1( r �`� �' In IV K 7 k ff 16'W Name:LAWRENCE Location: 042'41'29.4" N 071 04'58.8" W Date: 7/17/2003 Scale: 1 inch equals 2000 feet PROJECT DESCRIPTION GENERAL The proposed project is to demolish the existing single family dwelling and construct a new dwelling and pool. See Figure 3, (Post-Development Drainage Zones) and site plans for a more detailed description of the proposed development. STORMWATER MANAGEMENT SYSTEM The proposed rooftop infiltration system was designed to accommodate runoff volumes resulting from a 2 year design storm. The infiltration system consists of 20 SC-310 Stornitech plastic chambers. The proposed dwelling's roof drain system is tied into the infiltration chambers with 6" & 4" PVC pipe. The roof drain systems have an overflow outlet for larger storm events. plans and appendicies for a more detailed description of the See the accompanying design infiltration chamber location and construction. POST-DEVELOPMENT DRAINAGE CONDITIONS Drainage patterns resulting from the proposed development are delineated on (Figure 3, Post- Development Drainage Zones). The site consists of five, post-developed subcatchment areas. Subcatchment-1 represents the bypass which flows towards the northerly property line. Subcatchment-2 represents bypass flow to a proposed 12" PVC culvert. Subcatchnient-3 represents flow to the easterly property line. Subcatchment-4 & 5 represent roof area and pool area runoff. See Figure 3, (Post-Development Drainage Zones) and the calculation data in Appendix A for a detailed description of subcatchment data. w c. Cammett Engineering, Inc. 4 M:kwinword120061061061Stormwatet,Analysis and Managemen AStorrowa ter Analysis DESIGN OBJECTIVES J METHODOLOGY STORMWATER MANAGEMENT SYSTEM The drainage system was designed to accommodate runoff resulting from a 2, 10, and 100 year frequency design storms, The general drainage patterns of the Site will remain essentially unaltered; the majority of the runoff will flow to the existing wetlands, as it does under existing conditions. RUNOFF QUANTIFICATION A drainage analysis was performed using pre- and post-development site criteria to estimate the effects of the proposed development on stormwater runoff conditions. Stormwater runoff rates were calculated for the 2, 10, and 100 year design storm events. The analysis was performed using FlYdroCAD TM, a computerized stormwater modeling system that combines SCS hydrology techniques with standard hydraulic equations. A minimum time of concentration (Tc) of to minutes was incorporated into the calculations to account for storm fluctuation and depression storage. A percolation rate of 10 min/in was utilized based on soil test results conducted within the area of the proposed infiltration area. Storage information is based on data provided by the manufacturer. The void volume within stone surrounding the proposed chambers was assumed to be 40%. The exfiltration rate was applied to the chambers over the surface area. Total site runoff figures were obtained by summing hydrographs and not by direct addition of peak flows from individual subcatchments. Since peak flows from the individual subcatchments occur at different times, the total runoff figure listed may not equal the sum of the individual peak flows from the various subcatchments. This method provides a more realistic total flow figure than that obtained by direct addition of peak flows. W.C. cammett Engineering, Inc. 5 M:\winword\200M06l06\Storrnwa ter Analysis and Managemen t\Stormwa ter Analysis RESULTS STORMWATER RUNOFF COMPARISON The following tables summarize hydrologic and hydraulic conditions resulting from pre- and post- development peak storm water runoff. Table 3: Comparison Point Peak Runoff- 2 Year Storm Site Condition Pre-Development Post-Development Parameter (cfs) (cfs) Reach-100 0.38 0.25 Reach-200 0.39 0.31 Table 4: Comparison Point Peak Runoff- 10 Year Storm Site Condition Pre-Development Post-Development Parameter (cfs) (cfs) Reach-100 0.95 0.75 Reach-200 1.23 0.98 Table 5: Comparison Point Peak Runoff- 100 Year Storm Site Condition Pre-Development Post-Development Parameter (cfs) (cfs) Reach-100 1.86 1.58 Reach-200 2.65 2.21 SUMMARY Existing stormwater runoff drainage patterns will remain essentially unchanged under post- development conditions. Stormwater flows for the 2, 10, and 100 year storm events will be reduced in the proposed conditions because of the use of infiltration methods. In addition, based on the proposed development plan and associated calculations prepared for this project, it is our opinion that there will be not be any significant degradation of the quality or quantity of water entering Lake Cochichewick. W.C. Cammett Engineering,Inc. 6 M:Iwinword120061061061Stormwater Analysis and Management0ormwater Analysis 1 Flow towards northerly lot line 100 Northern Summary 2 Flow towards easterly lot line 200 Eastern Summary =HydroCADO rainage Diagram for Existing Conditions Subcat Reach Pon Link ared by Cammett Engineering 4/26/2007 00 s/n 000684 ©1986-2003 Applied Microcomputer Systems Existing Conditions Type 11124-hr 2 Yr. Storm Rainfall=3.10" Page 2 Prepared by Cammett Engineering 4/26/2007 H droCADO 7.00 s/n 000684 © 1986-2003 A lied Microcom uter S stems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.610 ac Runoff Depth=0.65" Subcatchment 1: Flow towards northerly lot line Tc=10.0 min CN=69 Runoff=0.38 cfs 0.033 of Runoff Area=1.050 ac Runoff Depth=0.45" Subcatchment 2: Flow towards easterly lot line Tc=10.0 min CN=64 Runoff=0.39 cfs 0.040 of Reach 100: Northern Summary Peak Depth=0.01' Max Vet=2.7 fps Inflow=0.38 cfs 0.033 of n=0.011 L=10.0' S=0.1000 '1' Capacity=378.30 cfs Outflow=0.38 cfs 0.033 of Reach 200: Eastern Summary Peak Depth=0.01' Max Vet=2.7 fps Inflow=0.39 cfs 0.040 of n=0.011 L=10.0' S=0.1000 '/' Capacity=378.30 cfs Outflow=0.39 cfs 0.040 of Total Runoff Area = 1.660 ac Runoff Volume = 0.073 of Average Runoff Depth = 0.52" Existing Conditions Type /I/ 24-hr 2 Yr. Storm Rainfall=3.10" Page 3 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 ©1986-2003 Applied Micr ocomputer S stems Subcatchment 1: Flow towards northerly lot line Runoff = 0.38 cfs @ 12.16 hrs, Volume= 0.033 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area ac CN Descri tion 0.140 98 Paved parking & roofs 0.430 61 ° cover, Good, HSG B 0.040 55 Woods, Good, HSG B 0.610 69 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 10.0 Subcatchment 2: Flow towards easterly lot line Runoff = 0.39 cfs @ 12.18 hrs, Volume= 0.040 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area ac CN Description & roofs 0.150 98 Paved 5 Grass parking 0. 460 61 over, Good, HSG B ° 0.440 55 Woods, Good, HSG B 1.050 64 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 10.0 Reach 100: Northern Summary Inflow Area = 0.610 ac, Inflow Depth = 0.65" for 2 Yr. Storm event Inflow = 0.38 cfs @ 12.16 hrs, Volume= 0.033 of Outflow = 0.38 cfs @ 12.17 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.7 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.0 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.01' @ 12.16 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0-1000T Type 11124-hr 2 Yr. Storm Rainfall=3.10" Existing Conditions Page 4 Prepared by Cammett Engineering 4/2612007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcom uter S stems Reach 200: Eastern Summary Inflow Area = 1.050 ac, Inflow Depth = 0.45" for 2 Yr. Storm event Inflow = 0.39 cfs @ 12.18 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.2 min Outflow = 0.39 cfs @ 12.19 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span=n 00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.7 fps, Min Travel ravel Time- 0.1 min Avg. Velocity = 2.0 fps, Avg. = Peak Depth= 0-01' @ 12.18 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 '/' Existing Conditions Type Ill 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by Cammett Engineering Page 5 HydroCAD®7 00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4126/2007 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Flow towards northerly lot line Runoff Area=0.610 ac Runoff Depth=1.46" Tc=10.0 min CN=69 Runoff=0.95 cfs 0.074 of Subcatchment 2: Flow towards easterly lot line Runoff Area=1.050 ac Runoff Depth=1.14" Tc=10.0 min CN=64 Runoff=1.23 cfs 0.100 of Reach 100: Northern Summary Peak Depth=0.03' Max Vet=3.8 fps Inflow=0.95 cfs 0.074 of n=0.011 L=10.0' S=0.1000 '1' Capacity=378.30 cfs Outflow=0.95 cfs 0.074 of Reach 200: Eastern Summary Peak Depth=0.03' Max Vet=4.1 fps Inflow=1.23 cfs 0.100 of n=0.011 L=10.0' S=0.1000 '/' Capacity=378.30 cfs Outflow=1.23 cfs 0.100 of Total Runoff Area = 1.660 ac Runoff Volume = 0.175 of Average Runoff Depth = 1.26" Existing Conditions Type 11124-hr 10 Yr. Storm Rainfall=4.50" Page 6 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 On 000684 © 1986-2003 A m lied Microco uter Systems Subcatchment 1: Flow towards northerly lot line Runoff = 0.95 cfs @ 12.15 hrs, Volume= 0.074 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area ac CN Description 0.140 98 Paved parking roofs 0.430 61 >75% Grass cover, Good, HSG B 0.040 55 Woods, Good, HSG B 0.610 69 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 10.0 Subcatchment 2: Flow towards easterly lot line Runoff = 1.23 cfs @ 12.16 hrs, Volume= 0.100 af, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area ac CN Description 0.150 98 Paved parking & roofs 0.460 61 >75% Grass cover, Good, HSG B 0.440 55 Woods, Good, HSG B 1.050 64 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 10.0 Direct Entry, Reach 100: Northern Summary Inflow Area = 0.610 ac, Inflow Depth = 1.46" for 10 Yr. Storm event Inflow = 0.95 cfs @ 12.15 hrs, Volume= 0.074 of Outflow = 0.95 cfs @ 12.15 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.03' @ 12.15 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.10007' Existing Conditions Type 11124-hr 10 Yr. Storm Rainfall=4.50" Prepared by Cammett Engineering Page 7 H droC'\DO T" 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Reach 200: Eastern Summary Inflow Area = 1.050 ac, Inflow Depth = 1.14" for 10 Yr. Storm event Inflow = 1.23 cfs @ 12.16 hrs, Volume= 0.100 of Outflow = 1.23 cfs @ 12.16 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.1 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.03' @ 12.16 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.10007 Existing Conditions Type Ill 24-hr 100 Yr. Storm Rainfall=6.40" Page 8 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Micr ocomputer S stems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.610 ac Runoff Depth=2.80" Subcatchment 1: Flow towards northerly lot line Tc=10.0 min CN=69 Runoff=1.86 cfs 0.142 of Runoff Area=1.050 ac Runoff Depth=2.34" Subcatchment 2: Flow towards easterly lot line Tc=10.0 min CN=64 Runoff=2.66 cfs 0.205 of Reach 100: Northern Summary Peak Depth=0.04' Max Vet=4.9 fps Inflow=1.86 cfs 0.142 of n=0.011 L=10.0' S=0.1000'/' Capacity=378.30 cfs Outflow=1.86 cfs 0.142 of Reach 200: Eastern Summary Peak Depth=0.05' Max Vet=5.6 fps Inflow=2.66 cfs 0.205 of n=0.011 L=10.0' S=0.10007 Capacity=378.30 cfs Outflow=2.65 cfs 0.205 of Total Runoff Area = 1.660 ac Runoff Volume = 0.348 of Average Runoff Depth = 2.51" Existing Conditions Type 111 24-hr 100 Yr. Storm Rainfall=6.40" Page 9 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcom uter S stems Subcatchment 1: Flow towards northerly lot line Runoff = 1.86 cfs @ 12.15 hrs, Volume= 0.142 af, Depth= 2.80" Runoff by SCS TR-20 method, UHaSC6S4 Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainf l Area ac CN Descri tion 0.140 98 Paved 5 Grass parking & roofs / 0 .430 61 ° overr, Good, HSG B 0.040 55 Woods, Good, HSG B 0.610 69 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 10.0 Subcatchment 2: Flow towards easterly lot line Runoff = 2.66 cfs @ 12.15 hrs, Volume= 0.205 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area ac CN Description & roofs 0.150 98 Po parking 0.460 61 ° Gass 75/ cover, Good, HSG B 0.440 55 Woods, Good, HSG B 1.050 64 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs I Direct Entry, 10.0 Reach 100: Northern Summary Inflow Area = 0.610 ac, Inflow Depth = 2.80" for 100 Yr. Storm event 1.86 cfs @ 12.15 hrs, Volume= 0.142 of _ Inflow = 0.142 af, Atten= 0%, Lag= 0.1 min Outflow = 1.86 cfs @ 12.15 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.9 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.04' @ 12.15 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 '/' Type 11124-hr 100 Yr. Storm Rainfall=6.40" Conditions Existing Page 10 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcom uter S stems Reach 200: Eastern Summary Sto Inflow Area = 1.050 ac, Inflow Depth = 2.34" for 1000 2r . of rm event Inflow = 2.66 cfs @ 12.15 hrs, Volume= Outflow = 2.65 cfs @ 12.15 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.6 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.2 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.05' @ 12.15 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 ? 100 1 Northern Summary Flow towards northerly 3 lot line 5S Flow to eastern lot Ii 4P Pool & patio — 200 Pool Eas rn Summary 4 Roof Area Rooftop Infiltrator (20-SC 310) 2P 12" culvert 2 Flow towards culvert Drainage Diagram for Proposed Conditions Stabcat Reach Pon Llnk Prepared by Cammett Engineering 4/26/2007 Hydro CADO 7.00 s/n 000684 ©1986-2003 Applied Microcomputer Systems Type /// 24-hr 2 Yr. Storm Rainfall=3.10" Propose d Conditions Page 2 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcom uter S stems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.600 ac Runoff Depth=0.49" Subcatchment 1: Flow towards northerly lot line Tc-10.0 min CN=65 Runoff=0.25 cfs 0.024 of Runoff Area=0.480 ac Runoff Depth=0.74" Subcatchment 2: Flow towards culvert Tc=10.0 min CN=71 Runoff=0.36 cfs 0.030 of ment 3: Flow to eastern lot line Runoff Area=0.370 ac Runoff Depth=0.26" Subcatch Tc=10.0 min CN=58 Runoff=0.05 cfs 0.008 of Runoff Area=4,800 sf Runoff Depth=2.68" Subcatchment 4: Roof Area Tc=10.0 min CN=98 Runoff=0.29 cfs 0.025 of Runoff Area=0.100 ac Runoff Depth=2.68" Subcatchment 5S: Pool & p atio Tc=0.0 min CN=98 Runoff=0.34 cfs 0.022 of Reach 100: Northern Summary Peak Depth=0.01' Max Vet=2.2 fps Inflow=0.25 cfs 0.024 of n=0.011 L=10.0' S=0.1000 '/' Capacity=378.30 cfs Outflow=0.25 cfs 0.024 of Reach 200: Eastern Summary Peak Depth=0.01' Max Vet=2.5 fps Inflow=0.31 cfs 0.042 of n=0.011 L=10.0' S=0.1000 '/' Capacity=378.30 cfs Outflow=0.31 cfs 0.042 of Pond 2P: 12" culvert Peak Elev=179.97' Storage=199 cf Inflow=0.36 cfs 0.030 of 12.0"x 65.0' Culvert Outflow=0.26 cfs 0.029 of Peak EIev=185.60' Storage=755 cf Pond 4P: Pool Outflow=0.02 cfs 0.005 of Pond INF: Rooftop Infiltrator (20-SC 310) Peak EIev=181.62' Storage=259 cf Inflow=0.29 cfs 0.025 of Discarded=0.07 cfs 0.025 of Primary=0.00 cfs 0.000 of Outflow=0.07 cfs 0.025 of Total Runoff Area = 1.660 ac Runoff Volume = 0.109 of Average Runoff Depth = 0.79" Type 111 24-hr 2 Yr. Storm Rainfall=3.10" Proposed Conditions Page 3 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n B4'@ 1986-2003 Applied Microcom uter S stems Subcatchment 1: Flow towards northerly lot line Runoff = 0.25 cfs @ 12.17 hrs, Volume= 0.024 af, Depth= 0.49" Runoff by SCS TR-20 methodnf 11-3.10", Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rai Area ac CN Descri otion 0.070 98 Paved 5 Grass parking/ & roofs 0.490 61 ° cover, Good, HSG B 0.040 55 Woods, Good, HSG B 0.600 65 Weighted Average Tc Length Slope Velocity Cap cfs Description min feet ft/ft Direct Entry, 10.0 Subcatchment 2: Flow towards culvert Runoff = 0.36 cfs @ 12.16 hrs, Volume= 0.030 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area ac CN Description roofs 0.130 98 75 dGass parking > /o over, Good, HSG B 0.320 61 ° 0.030 55 Woods, Good, HSG B 0.480 71 Weighted Average Tc Length Slope Velocity Capacity cf Description min feet ft/ft (ft/sec) Direct Entry, 10.0 Subcatchment 3: Flow to eastern lot line Runoff = 0.05 cfs @ 12.34 hrs, Volume= 0.008 af, Depth= 0.26" Runoff by SCS TR-20 method, fall 10S, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rain — Area ac CN Description 0.190 61 >75% Grass cover, Good, HSG B 0.180 55 Woods, Good, HSG B 0.370 58 Weighted Average Proposed Conditions Type 111 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by Cammett Engineering Page 4 HydroCAD®7 00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4: Roof Area Runoff = 0.29 cfs @ 12.14 hrs, Volume= 0.025 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 4,800 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: Pool & patio Runoff = 0.34 cfs @ 12.00 hrs, Volume= 0.022 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (ac) CN Description 0.100 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Reach 100: Northern Summary Inflow Area = 0.600 ac, Inflow Depth = 0.49" for 2 Yr. Storm event Inflow = 0.25 cfs @ 12.17 hrs, Volume= 0.024 of Outflow = 0.25 cfs @ 12.17 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.2 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.0 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.01' @ 12.17 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 '/' Type Ill 24-hr 2 Yr. Storm Rainfall=3.10" Proposed Conditions Page 5 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 A lied Microcom uter S stems Reach 200: Eastern Summary Inflow Area = 1.060 ac, Inflow Depth = 0.47" for 2 YOr.OSt2orr. event Inflow = 0.31 cfs @ 12.31 hrs, Volume= Outflow = af 0.31 cfs @ 12.31 hrs, Volume= 0.042 af, Atten= 0 Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.5 fps,s, Min. Time= ' Avg. Velocity 2.0 fps, Avg. Travel Time= 0 1 min Peak Depth= 0.01' @ 12.31 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 T Pond 2P: 12" culvert Inflow Area = 0.480 ac, Inflow Depth = 0.74" for 2 or. Storm f event Inflow = 0.36 cfs @ 12.16 hrs, Volume= 0.26 cfs @ 12.30 hrs, Volume= 0.029 af, Atten= 28%, Lag= 8.6 min Outflow = 12.30 hrs, Volume= 0.029 of Primary = 0.26 cfs @ Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 179.97' @ 12.30 hrs Surf.Area= 1,328 sf Storage= 199 cf Plug-Flow detention time= 26.9 min calculated for 0.029 of (97% of inflow) Center-of-Mass det. time= 15.7 min (846.2 - 830.5 ) # Invert Avail.Stora e Stora e Descri tion 1 179.70' 1,275 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store (feet)s ft cubic-feet cubic-feet 0 0 n 179.70 225 225 180.00 1,500 1,275 180.50 2,700 1,050 # Routinc, Invert Outlet Devices 1 Primary 179.70' 12.0" x 650_178 Culvert O 0.02007 mitene mitered conform Cc= 0 900 Ke= 0.700 Outlet Invert= Primary OutFlow Max=0.26 cfs @ 12.30 hrs HW=179.97' (Free Discharge) t-1=Culvert (Inlet Controls 0.26 cfs @ 1.5 fps) Pond 4P: Pool Inflow Area - 0.100 ac, Inflow Depth = 2.68" for 2 Yr. Storm event 0.34 cfs @ 12.00 hrs, Volume= 0.022 of Inflow = 13.36 hrs, Volume= 0.005 af, Atten= 94%, Lag= 81.8 min Outflow = 0.02 cfs @ 0.005 of Primary = 0.02 cfs @ 13.36 hrs, Volume= Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr 2 Yr. Storm Rainfa/Page 6 Proposed Conditions 4/26/2007 Page 6 Prepared by Cammett Engineering H droCAD®7.00 s/n 000684 © 1986-2003 1986-222L622 Microcom uter S stems Peak Elev= 185.60' @ 13.36 hrs Surf.Area= 1,534 sf Storage= 755 cf Plug-Flow detention time= 378.0 min calculated for 0.005 of (23% of inflow) Center-of-Mass det. time= 201.8 min ( 936.1 -734.4 ) ## Invert AvaiLStora f Custom Stage Data (Prismatic) isted below 1 185.10' 975 Elevation Surf.Area Inc.Store Cum.Store cubic-feet) cubic-feet fee 0 t (sq ft) ( 0 185.10 1,500 750 750 185.60 1,500 225 975 185.70 3,000 # Routin Invert Outlet Devices 1 Primary 185.60' 60.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.0 5 00 5 0 .8 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.5 Coef. (English) 2.34 2.509.780 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.7 OutFlow Max=0.02 cfs @ 13.36 hrs HW=185.60' (Free Discharge) Primary 0.1 fps) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.02 cfs @ p Pond INF: Rooftop Infiltrator (20-SC 310) Inflow Area = 0.110 ac, Inflow Depth = 2.68" for 2 Yr.025 f event Inflow = 0.29 cfs @ 12.14 hrs, Volume= 0.0 min 11.80 hrs, Volume= 0.025 af, Atten= 77%, Lag= Outflow = 0.07 cfs @ 0.025 of Discarded = 0.07 cfs @ 11.80 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 5.00 hrs, Volume= Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 181.62' @ 12.57 hrs Surf.Area= 480 sf Storage= 259 cf Plug-Flow detention time= 21.0 min calculated for 0.025 of (100% of inflow) Center-of-Mass det. time= 20.8 min (762.6 -741.9 ) ## Invert Avail.Stora e Stora a Descri tion 1 180.70' 266 cf Custom Stage Data (Prismatic isted below 960 cf Overall - 295 cf Embedded = 665 cf x 40.0%Voids 2 181.20' 295 cf 28.9"W x 16.0"H x 7.12'L StormTech SC-310 x 20 Inside#1 561 cf Total Available Storage Surf.Area Inc.Store Cum.Store Elevation cubic-feet) cubic-feet feet (sq ft) ( 0 0 180.70 480 960 960 182.70 480 # Routinrl Invert Outlet Devices tire Srface area 1 Discarded 0.00' 0.008333 fpm Exfiltration over en PP, project ng, no headwall, Ke= 0.900 2 Primary 181.80' 4.0" x 12.0 long Culvert X 2.00 Outlet Invert= 181.00' S= 0.0667 '/' n= 0.011 Cc= 0.900 Proposed Conditions Type /// 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by Cammett Engineering Page 7 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Discarded OutFlow Max=0.07 cfs @ 11.80 hrs HW=180.73' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=180.70' (Free Discharge) L2=Culvert (Controls 0.00 cfs) Type Ill 24-hr 10 Yr. Storm Rainfall ge 8 Proposed Conditions 4/ Page 7 Prepared by Cammett Engineering H droCADO 7.00 s/n 000684 © 1986-2003 A lied Microcom uter S stems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method s northerly lot line Runoff Area_0.600 ac Runoff Depth=1.21" Subcatchment 1: Flow toward Tc=10.0 min CN=65 Runoff=0.75 cfs 0.060 of s culvert _ Runoff Area=0.480 ac Runoff Depth=1.60" Subcatchment 2: Flow toward Tc-10.0 min CN 71 Runoff=0.83 cfs 0.064 of tern lot line Runoff Area=0.370 ac Runoff Depth=0.81" Subcatchment 3. Flow to eastern Tc=10.0 min CN=58 Runoff=0.27 cfs 0.025 of Runoff Area=4,800 sf Runoff Depth=3.96" Subcatchment 4: Roof Area Tc=10.0 min CN=98 Runoff=0.42 cfs 0.036 of Runoff Area=0.100 ac Runoff Depth=3.96" Subcatchment 5S: Pool & patio Tc=0.0 min CN=98 Runoff=0.50 cfs 0.033 of Northern Summary Peak Depth=0.02' Max 78 l 30 cfs s Outflow=0.75 cfs 0.060 of Reach 100: North n=0,011 L=10.0' S=0.1000'/' Cap ac Y Peak Depth=0.03' Max Vet=3.8 fps Inflow=0.98 cfs 0.107 of Reach 200: Eastern Summary '/' Capacity=378.30 cfs Outflow=0.98 cfs 0.107 a n=0.011 L=10.0' S=0.1000 Peak EIev=180.10; X 65rOg f Culvert Outflow=0.55 cfs 0 063 of Pond 2P: 12" culvert 12.0 Peak Elev=185.62' Storage=787 cfOut low=0.30 cfs 0.016 of Pond 4P: Pool Pond INF: Rooftop Infiltrator (20-SC 310) Peak EIev=181_0912 cfs a0 003 afcfOutflow=0.18 cfs 0.036 of Discarded=0.07 cfs 0.033 of Primary Total Runoff Area = 1.660 ac Runoff Volume = 0.219 of Average Runoff Depth Proposed Conditions Type 111 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by Cammett Engineering Page 9 H droCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Subcatchment 1: Flow towards northerly lot line Runoff = 0.75 cfs @ 12.16 hrs, Volume= 0.060 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area ac CN Description 0.070 98 Paved parking & roofs 0.490 61 >75% Grass cover, Good, HSG B 0.040 55 Woods, Good, HSG B 0.600 65 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Direct Entry, 10.0 Subcatchment 2: Flow towards culvert Runoff = 0.83 cfs @ 12.15 hrs, Volume= 0.064 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area ac CN Description 0.130 98 Paved parking & roofs 0.320 61 >75% Grass cover, Good, HSG B 0.030 55 Woods, Good, HSG B 0.480 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/s DC) (cfs) 10.0 Direct Entry, Subcatchment 3: Flow to eastern lot line Runoff = 0.27 cfs @ 12.17 hrs, Volume= 0.025 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area ac CN Description 0.190 61 >75% Grass cover, Good, HSG B 0.180 55 Woods, Good, HSG B 0.370 58 Weighted Average Type /l/ 24-hr 10 Yr. Storm Rainfall=4.50" Proposed Conditions Page 10 Prepared by Cammett Engineering 41261 2007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcom uter S stems Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 10.0 Subcatchment 4: Roof Area Runoff = 0.42 cfs @ 12.14 hrs, Volume= 0.036 af, Depth= 3.96" Runoff by SCS TR-20 method,Rainfall=CS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm a Area (sn CN Descri tion 4,800 98 Roof Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 10.0 Subcatchment 5S: Pool & patio Runoff = 0.50 cfs @ 12.00 hrs, Volume= 0.033 af, Depth= 3.96" Runoff by SCS TR-20 method,nfall SCS , Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Ra Area ac CN Description 0.100 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 0.0 Reach 100: Northern Summary Inflow Area = 0.600 ac, Inflow Depth = 1.21" for 10 Yr. Storm event 12.16 hrs, Volume= 0.060 of Inflow = 0.75 cfs @ 0.060 af, Atten= 0%, Lag= 0.1 min Outflow = 0.75 cfs @ 12.16 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.4 fps, Min. Travel Time= .0 i Avg. Velocity = 2.0 f ps, Avg. Travel Time= min Peak Depth= 0.02' @ 12.16 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 '/' Type lit 24-hr 10 Yr. Storm Rainf 1 Page Proposed Conditions Prepared by Cammett Engineering 4/2612007 Page 1 H droCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer S stems Reach 200: Eastern Summary Inflow Area - 1.060 ac, Inflow Depth = 1.21" for 100 r. Storm event Inflow = 0.98 cfs @ 12.31 hrs, Volume= 0.3 min Outflow = 0.98 cfs @ 12.32 hrs, Volume= 0.107 af, Atten= 0%, Lag= Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8 fps, Min. Tr Travel Time= 00 min Avg. Velocity = 2.1 fps, Avg. Peak Depth= 0.03' @ 12.32 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 '/' Pond 2P: 12" culvert Inflow Area = 0.480 ac, Inflow Depth = 1.60" for 10 Yr. Storm event 12.15 hrs, Volume= 0.064 of g.1 min Inflow = 0.83 cfs @ 0.063 af, Atten= 33%, Lag= Outflow = 0.55 cfs @ 12.30 hrs, Volume= 0.063 of Primary = 0.55 cfs @ 12.30 hrs, Volume= Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 180.10' @ 12.30 hrs Surf.Area= 1,734 sf Storage= 430 cf Plug-Flow detention time= 20.1 min calculated for 0.063 of (98% of inflow) Center-of-Mass det. time= 12.7 min ( 825.7 - 812.9 ) # Invert Avail.Stora e Storage Descri tion 1 179.70' 1,275 cf Custom Stage Data (Prismatic fisted below Surf.Area Inc.Store Cum.Store Elevation cubic-feet) cubic-feet feet (sq ft) ( 0 0 179.70 0 225 1,500 225 180.00 1,050 1,275 180.50 2,700 # Routin Invert Outlet Devices 179.70' 12.0" x 65.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 1 Primary outlet Invert= 178.40' S= 0.0200 '/' n= 0.011 Cc= 0.900 Primary OutFlow Max=0.55 cfs @ 12.30 hrs HW=180.10' (Free Discharge) L1=Culvert (Inlet Controls 0.55 cfs @ 1.9 fps) Pond 4P: Pool Inflow Area = 0.100 ac, Inflow Depth = 3.96" for 10 Yr. Storm event 12.00 hrs, Volume= 0.033 of 6 7 min I nflow = 0.50 cfs @ 0.016 af, Atten= 41%, Lag= Outflow = 0.30 cfs @ 12.11 hrs, Volume= 0.016 of Primary = 0.30 cfs @ 12.11 hrs, Volume= Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type 111 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by Cammett Engineering Page 12 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Peak Elev= 185.62' @ 12.11 hrs Surf.Area= 1,749 sf Storage= 787 cf Plug-Flow detention time= 201.9 min calculated for 0.016 of(48% of inflow) Center-of-Mass det. time= 103.1 min ( 834.4 - 731.3 ) # Invert Avaii.Stora a Storage Description 1 185.10' 975 cf Custom Stage Data (Prismaticyisted below Elevation Surf.Area 1nc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 185.10 1,500 0 0 185.60 1,500 750 750 185.70 3,000 225 975 # Routing- Invert Outlet Devices 1 Primary 185.60' 60.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.27 cfs @ 12.11 hrs HW=185.62' (Free Discharge) t--1=Broad-Crested Rectangular Weir (Weir Controls 0.27 cfs @ 0.3 fps) Pond INF: Rooftop Infiltrator (20-SC 310) Inflow Area = 0.110 ac, Inflow Depth = 3.96" for 10 Yr. Storm event Inflow = 0.42 cfs @ 12.14 hrs, Volume= 0.036 of Outflow = 0.18 cfs @ 12.40 hrs, Volume= 0.036 af, Atten= 57%, Lag= 15.8 min Discarded = 0.07 cfs @ 11.70 hrs, Volume= 0.033 of Primary = 0.12 cfs @ 12.40 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 181.99' @ 12.40 hrs Surf.Area=480 sf Storage= 387 cf Plug-Flow detention time= 28.4 min calculated for 0.036 of(100% of inflow) Center-of-Mass det. time= 28.2 min ( 766.9 - 738.7 ) # Invert Avail.Stora e Stora a Descri tion 1 180.70' 266 cf Custom Stage Data (Prismaticyisted below 960 cf Overall - 295 cf Embedded = 665 cf x 40.0% Voids 2 181.20' 295 cf 28.9"W x 16.0"H x 7.12'L StormTech SC-310 x 20 Inside#1 561 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 180.70 480 0 0 182.70 480 960 960 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.008333 fpm Exfiltration over entire Surface area 2 Primary 181.80' cutlet Invert=1 Culvert 181 00S= 0.0667 '/'t CPP projecting,n 0 011 Cc oo gpwall, Ke= 0.900 o Type 111 24-hr 10 Yr. Storm Rainf ll= 1011 Proposed Conditions 4/26/2007 Page Prepared by Cammett Engineering H droCAD®7.00 s/n 000684 ©1986-2003 Applied Microcom uter S stems Discarded OutFlow Max=0.07 cfs @ 11.70 hrs HW=180.73' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OuTlow Max=0.12 cfs @ 12.40 hrs HW=181.99' (Free Discharge) t-2=Culvert (Inlet Controls 0.12 cfs @ 1.2 fps) Proposed Conditions Type 11124-hr 100 Yr. Storm Rainfall=6.40" Page 14 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 A lied Microcom uter S stems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.600 ac Runoff Depth=2.43" Subcatchment 1: Flow towards northerly lot line Tc=10.0 min CN=65 Runoff=1.58 cfs 0.122 of Subcatchment 2: Flow towards culvert Runoff Area=0.480 ac Runoff Depth=2.99" Tc=10.0 min CN=71 Runoff=1.56 cfs 0.120 of Subcatchment 3: Flow to eastern lot line Runoff Area=0.370 ac Runoff Depth=1.83" Tc=10.0 min CN=58 Runoff=0.71 cfs 0.056 of Subcatchment 4: Roof Area Runoff Are2=4,800 sf Runoff Depth=5.69" Tc=10.0 min CN=98 Runoff=0.60 cfs 0.052 of Subcatchment 5S: Pool & patio Runoff Area=0.100 ac Runoff Depth=5.69" Tc=0.0 min CN=98 Runoff=0.72 cfs, 0.047 of Reach 100: Northern Summary Peak Depth=0.03' Max Vet=4.6 fps Inflow=1.58 cfs 0.122 of n=0.011 L=10.0' S=0.1000 '/' Capacity=378.30 cfs Outflow=1.58 cfs 0.122 of Reach 200: Eastern Summary Peak Depth=0.04' Max Vet=5.2 fps Inflow=2.21 cfs 0.215 of n=0.011 L=10.0' S=0.1000 '/' Capacity=378.30 cfs Outflow=2.21 cfs 0.215 of Pond 2P: 12" culvert Peak Elev=180.27' Storage=799 cf Inflow=1.56 cfs 0.120 of 12.0"x 65.0' Culvert Outflow=1.06 cfs 0.118 of Pond 4P: Pool Peak Elev=185.63' Storage=814 cf Inflow=0.72 cfs 0.047 of Outflow=0.67 cfs 0.030 of Pond INF: Rooftop Infiltrator(20-SC 310) Peak Elev=182.22' Storage=458 cf Inflow=0.60 cfs 0.052 of Discarded=0.07 cfs 0.041 of Primary=0.33 cfs 0.011 of Outflow=0.40 cfs 0.052 of Total Runoff Area = 1.660 ac Runoff Volume = 0.397 of Average Runoff Depth = 2.87" Proposed Conditions Type /// 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by Cammett Engineering Page 15 HydroCAD®7 00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Subcatchment 1: Flow towards northerly lot line Runoff = 1.58 cfs @ 12.15 hrs, Volume= 0.122 af, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area ac CN Description 0.070 98 Paved parking & roofs 0.490 61 >75% Grass cover, Good, HSG B 0.040 55 Woods, Good, HSG B 0.600 65 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2: Flow towards culvert Runoff = 1.56 cfs @ 12.15 hrs, Volume= 0.120 af, Depth= 2.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area ac CN Description 0.130 98 Paved parking & roofs 0.320 61 >75% Grass cover, Good, HSG B 0.030 55 Woods, Good, HSG B 0.480 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3: Flow to eastern lot line Runoff = 0.71 cfs @ 12.16 hrs, Volume= 0.056 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area ac CN Description 0.190 61 >75% Grass cover, Good, HSG B 0.180 55 Woods, Good, HSG B 0.370 58 Weighted Average Proposed Conditions Type 11124-hr 100 Yr. Storm Rainf Page 6 Prepared by Cammett Engineering 4/26/2007 H droCAD®7.00 s/n 000684 © 1986-2003 Applied Microcom uter S stems Tc Length Slope Velocity Cap city Description min feet Direct Entry, 10.0 Subcatchment 4: Roof Area Runoff = 0.60 cfs @ 12.14 hrs, Volume= 0.052 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (Sfi CN Description 4,800 98 Roof Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 10.0 Subcatchment 5S: Pool & patio Runoff = 0.72 cfs @ 12.00 hrs, Volume= 0.047 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area ac CN Description 0.100 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft fsec Direct Entry, 0.0 Reach 100: Northern Summary Inflow Area = 0.600 ac, Inflow Depth = 2.43" for 100 Yr. Storm event 12.15 hrs, Volume= 0.122 of Inflow = 1.58 cfs @ 0.122 af, Atten= 0%, Lag= Outflow 0.1 min = 1.58 cfs @ 12.15 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.6 fps, Min. Ti me= .0 min n Avg. Velocity = 2.1 fps, Avg. Travel Peak Depth= 0.03' @ 12.15 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.1000 '/' Proposed Conditions Type 11124-hr 100 Yr. Storm Rainfall=6.40" Prepared by Cammett Engineering Page 17 HydroCAD®7 00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Reach 200: Eastern Summary Inflow Area = 1.060 ac, Inflow Depth = 2.44" for 100 Yr. Storm event Inflow = 2.21 cfs @ 12.22 hrs, Volume= 0.215 of Outflow = 2.21 cfs @ 12.22 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.2 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.3 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.04' @ 12.22 hrs Capacity at bank full= 378.30 cfs 10.00' x 1.00' deep channel, n= 0.011 Length= 10.0' Slope= 0.10007' Pond 2P: 12" culvert Inflow Area = 0.480 ac, Inflow Depth = 2.99" for 100 Yr. Storm event Inflow = 1.56 cfs @ 12.15 hrs, Volume= 0.120 of Outflow = 1.06 cfs @ 12.28 hrs, Volume= 0.118 af, Atten= 32%, Lag= 8.1 min Primary = 1.06 cfs @ 12.28 hrs, Volume= 0.118 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 180.27' @ 12.28 hrs Surf.Area= 2,156 sf Storage= 799 cf Plug-Flow detention time= 16.9 min calculated for 0.118 of(98% of inflow) Center-of-Mass det. time= 11.8 min ( 810.8 - 799.0 ) # Invert Avail Storage Storage Description 1 179.70' 1,275 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 179.70 0 0 0 180.00 1,500 225 225 180.50 2,700 1,050 1,275 # Routing Invert Outlet Devices 1 Primary 179.70' 12.0" x 65.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 178.40' S= 0.0200 '/' n= 0.011 Cc= 0.900 Primary OutFlow Max=1.05 cfs @ 12.28 hrs HW=180.27' (Free Discharge) L1=Culvert (Inlet Controls 1.05 cfs @ 2.3 fps) Pond 4P: Pool Inflow Area = 0.100 ac, Inflow Depth = 5.69" for 100 Yr. Storm event Inflow = 0.72 cfs @ 12.00 hrs, Volume= 0.047 of Outflow = 0.67 cfs @ 12.02 hrs, Volume= 0.030 af, Atten= 7%, Lag= 1.1 min Primary = 0.67 cfs @ 12.02 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type /// 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by Cammett Engineering Page 19 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 4/26/2007 Discarded OutFlow Max=0.07 cfs @ 11.45 hrs HW=180.72' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OuTlow Max=0.33 cfs @ 12.27 hrs HW=182.21' (Free Discharge) t-2=Culvert (Inlet Controls 0.33 cfs @ 1.9 fps) Pollutant Loads.xls Projections of Downgradient Chemical Concentrations W.C. Cammett Engineering, Inc. at 15 Timber Lane, North Andover, MA. Calculated By: MET Reviewed By: FVF Date: 6/8/2007 Methodology: SOURCE: "PROTECTING WATER QUALITY IN URBAN AREAS" (PWQUA) "Best Management Practices for Minnesota" BY: Minnesota Pollution Control Agency, Division of Water Quality TABLE 2-1: MEAN POLLUTANT CONCENTRATIONS(mg L) (PWQUA) LAND USE POLLUTANT RESIDENTIAL TKN 2.35 Total P 0.46 WHERE: TKN =Total Kjeldahl Nitrogen Total P =Total Phosphorus ESTIMATING ANNUAL POLLUTANT LOADINGS (PWQUA) L=A x P x R x C x 0.226 Eq. 2-4 WHERE: L=Annual pollutant loading, pounds A=Watershed area, acres P =Annual precipitation, inches 42 inches HA-7 R= Runoff coefficient, unitless C = Mean Pollutant concentration, mg/L SEE TABLE 2-1 0.226= Conversion factor HA-7 = Hydrologic Investigations Atlas -7 "Average annual runoff and precipitation in the New England-New York area", USDA- United States Geological Survey R= 0.9(0.05 +0.009(1)) Eq. 2-3 WHERE: R= Runoff coefficient, unitless I =Impervious area in watershed (percent) 0.9 = 10%of storms with no appreciable runoff W.C. Cammett Engineering, Inc. 6/11/2007 15 Timber Lane, No. Andover, MA Pollutant Loads.xls Watershed Area and Percent Impervious Calculation PRE-DEVELOPED CONDITIONS Pre-Developed Residential= 1.66 Ac. Impervious Area= 0.29 Ac. I =(Percent Impervious Area) = 17.5 % POST-DEVELOPED CONDITIONS Post-Developed Residential Bypass= 1.07 Ac. Impervious Area= 0.17 Ac. =(Percent Impervious Area) = 15.9 Post-Developed Residential Treated= 0.48 Ac. Impervious Area= 0.13 Ac. I =(Percent Impervious Area) = 27.1 % Note: The slight decrease in area from Pre to Post Developed Conditions is due to the area tributary to the proposed infiltration chambers which does not discharge to the downgradient property limits. ESTIMATED ANNUAL POLLUTANT LOADINGS PRE-DEVELOPMENT CONDITIONS Area POLLUTANT A P R C 0.226 L Description acres inches unitless (mg/l) (lbs. ) Residential TKN 1.66 42 0.187 2.35 0.226 6.91 Residential TOTAL P 1.66 42 0.187 0.46 0.226 1.35 TOTAL Pre-Developed (TKN)Annual Pollutant Loading = 6.91 TOTAL Pre-Developed (Phosphorus)Annual Pollutant Loading = 1.35 W.C. Cammett Engineering, Inc. 6/11/2007 15 Timber Lane, No.Andover, MA Pollutant Loads.xls ESTIMATED ANNUAL POLLUTANT LOADINGS POST-DEVELOPMENT CONDITIONS BEFORE TREATMENT Area POLLUTANT A P R C 0.226 L Description acres inches unitless (mg/1) (lbs. ) Residential TKN 1.07 42 0.174 2.35 0.226 4.15 (Bypass) Residential TOTAL P 1.07 42 0.174 0.46 0.226 0.81 B ass Residential TKN 0.48 42 0.264 2.35 0.226 2.83 To be Treated Residential TOTAL P 0.48 42 0.264 0.46 0.226 0.55 (To be Treated) TOTAL Post-Developed (TKN)Annual Pollutant Loading (Bypass) = 4.15 TOTAL Post-Developed (Total P)Annual Pollutant Loading (Bypass) = 0.81 TOTAL Post-Developed (TKN)Annual Pollutant Loading (Res. Before Treatment) =1 2.83 TOTAL Post-Developed (Total P) Annual Pollutant Loading (Res. Before Treatment) = 0.55 Treatment From Grass Swale Upstream of Culvert SOURCE: "An Evaluation of Urban Stormwater Pollutant Removal through Grassed Swale Treatment by Paul H. Oakland" (NHWS&PCC) Removal efficiency(TKN)= 16% Removal efficiency(Total P)= 5% (Total TKN)After Removal= 2.38 (Total P)After Removal = 0.53 Post-Developed Annual Pollutant Loading (lbs.) Total (TKN)= 6.52 lbs. Total (Total P)= 1.34 lbs. Pre and Post-Developed Annual Pollutant Loading Comparison (lbs.) Pre-Developed Conditions Post-Developed Conditions Loading Change Total TKN = 6.91 lbs. I Total (TKN) 6.52 lbs. -0.38 lbs. Total Total P = 1.35 lbs. I Total Total P) 1.34 lbs. -0.01 lbs. Negative loading changes indicate a net decrease in pollutant loadings at the downgradient property limits. M:\\Winword\2006\06106\WQ-Calculations\Pollutant loads.xls W.C. Cammett Engineering, Inc. 6/11/2007 15 Timber Lane, No. Andover, MA Abutter to Abutter( ) Building Dept. ( ) Conservation ( ) Zoning ( ) REQUIREMENT. MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subject Property: MAP PARCEL Name Address 64 38 David Fournier 15 Timber Lane,North Andover,MA 01845 Abutters Properties Map Parcel Name Address 64 2 Connie Yee 137 Brentwood Circle,North Andover,MA 01845 64 37 Alden Lincoln 135 Brentwood Circle,North Andover,MA 01845 64 57 Barbara James 132 Brentwood Circle,North Andover,MA 01845 64 56 Daniel Carroll 150 Brentwood Circle,North Andover,MA 01845 64 55 John Korona 178 Brentwood Circle,North Andover,MA 01845 64 54 Barbara Cataudella 200 Brentwood Circle,North Andover,MA 01845 64 39 30 Timeber Lane RT 30 Timber Lane,North Andover,MA 01845 64 40 William Duffy 22 Timber Lane,North Andover,MA 01845 64 41 Edward Brown 6 Timber Lane,North Andover,MA 01845 64 42 Jeffrey Ferrante 171 Brentwood Circle,North Andover,MA 01845 104.0 84 Gregory Andrusin 225 Bridle Path,North Andover,MA 01845 104.0 85 Kathleen Ercolini 195 Bridle Path,North Andover,MA 01845 104.0 86 Gabrielle Schmitt 165 Bridle Path,North Andover,MA 01845 104.0 78 B&R Const.c/o Jones 403 Sutton Street,North Andover,MA 01845 104.0 79 Harry Dow 200 Bridle Path,North Andover,MA 01845 104.0 80 CLY-KWY Nominee RT 224 Bridle Path,North Andover,MA 01845 104.0 14 Martin Smolak 315 South Bradford Street,North Andover,MA 01845 104.0 87 Thomas Mitro 145 Bridle Path,North Andover,MA 01845 This certifies that the names appearing on the records of the Assessors Office as of .Jccn✓gi:/ /, wo 7 Certified by: Date �' Crete s CL NA W L tti7 ! 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