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Home My WebLink About2004-04-22 Storm Water Report 2-2004 raiage/ tor water ManagementReport_ -ProFosed U'VSIP'harmacy North Andover, Massachusetts Prepared for Peters Street Realty trust, LLC C/O Eagle Tribune Publishing Co. 100 Turnpike Street North Andover,MA 01845 Prepared by VHBNanasse Hangen Brustlin, Inc. Transportation, Land Development, Environmental Services 101 Walnut Street P.O. Box 9151 Watertown,Massachusetts 02471-9151 617 9241770 1 October 2003 Revised December 2003 Revised February 2004 VM Vanasse Hangen Brustlin,Inc. Table ProjectSummary....................................................................................................................1 ExistingConditions...............................................................................................................3 ProposedConditions.............................................................................................................6 Hydrologic/Hydraulic Analyses.......................................................................................10 Stormwater Regulations.....................................................................................................12 List of Figures Figure1:Site Location Map.......................................................................................................2 Figure 2: Existing Drainage Areas.............................................................................................5 Figure 3:Proposed Drainage Areas..........................................................................................9 List of Tables Table 1:Existing Conditions Hydrologic Data.............................................................................. Table 2:Proposed Conditions Hydrologic Data........................................................................... Table 3:Peak Discharge Rates................................................................................................... Appendices Appendix A:Existing &Proposed Conditions Plans and Floodplain Information Appendix B:NRCS Soils Information Appendix C:TSS Removal Worksheet Appendix D:Hydrologic/Hydraulic Analyses Appendix E:Long Term Stormwater 0&M Plan Appendix F: Soil Test Pit Data L:\08475\docs\reports\Drainage\8475-DRAIN_rev_dec03.doc i Table of Contents ffm Vanasse Hangen Brustlin,Inc. Project The proposed 2.86±-acre project site(the Site)is located on the north side of the intersection of Salem Turnpike(Mass.Route 114) and Peter Street in North Andover, Massachusetts(See Figure 1). Site frontage is provided to the southeast along Salem Turnpike and to the southwest along Peter Street. The Site is zoned General Business. There are no Wetland Resource Areas located on or near the Site. The Federal Emergency Management Agency(FEMA)has determined that the area of the Site is outside the 500-year floodplain. The site is currently occupied by an open field with wild grass and rock walls. The site slopes gently from east to west towards Route 114. The proposed development of the Site includes the construction of a 14,768 square foot retail building with associated parking,access drives,utilities,landscape areas and stormwater management system. Under proposed conditions stormwater runoff from paved areas and some landscaped areas will be collected in deep sump catch basins and conveyed through a closed-drainage system,which connect to an on-site subsurface detention system.Roof leaders will connect directly to the closed drainage system.Wherever possible existing grading and drainage patterns were maintained in the proposed design. Additionally,water quality structures have been designed to treat stormwater runoff from parking areas prior to discharge to the municipal stormwater system. A HydroCAD model,using TR-20 methodology,was developed to evaluate the existing and proposed drainage conditions on the Site. The results of the analyses indicate that there is no increase in peak discharge rates between the pre-and post- development conditions for the 2,10 and 100-year storm events,as required by North Andover Zoning Bylaw. The pre-and post-development peak discharge values are presented in Table 3 at the end of this report. The Stormwater Management Plan(the Plan),including Best Management Practices (BMPs)for maintaining stormwater runoff quality both during and after construction,was prepared in accordance with the applicable local,state,and federal regulations. Details of the Plan are provided herein. L:\08475\does\reports\Drainage\8475-DRAIN_rev_dec03.doc 1 Introduction L:W8354k;adVdWanmisftydrdogyt35" A_flg_l.dwg Park _ ,Atkin iay ' Sand r sO r o' ST Ho,IY e Ic r vim` r � s II �t NortAndoc�er�- �il� � � ' I /�` % � _j( O 125 r C � a..-� •�.... ° a �° •.. Site114 ti 4 , \ 'J bra Locus Map Figure 1 Proposed CVS Retail/Pharmacy Turnpike Street and Peters Street North Andover,MA 0 1000 2000 Feet Scale: 1"=2000'+/- Vanasse Hangen Brustlin,Inc. ExistingAlft IF IN /M t® S ..........................................................................................._.........................................._......_............................................ Summary The approximately 2.86—acre Site is currently undeveloped.There are no natural resources on the property. See Figure 2.Additionally,a full size existing conditions plan is located in Site Plan Set. The project is not located within the 100-year flood plain as shown on the Town of North Andover,Massachusetts Flood Insurance Rate Map community panel number 250098 0006C dated June 2,1993 included in Appendix A. The site slopes from the south to the north,with an elevation change of approximately 16 feet.The site is currently an open,grassy field.According to the Soil Conservation Service(SCS)Soil Survey Maps,soil on the site is Charlton,fine sandy loam with 3 to 8 percent slopes,and falls into hydrologic soil group B. However,results of a percolation test conducted in the vicinity of the proposed detention system in August 2003, showed a percolation rate of 0.5 inches in 30 minutes.Soils on the site are not suited for infiltration. Detailed soils information and map is included in Appendix C. ............................................................................................................................................................................................ Hydrologic Information For the existing conditions hydrologic analysis,the site was divided into two drainage areas,that contribute to two design points,where peak discharge rates were evaluated(see Figure 2). The majority of the site drains from the south near Peters Street to the north to Route 114(Design Point 1).A portion of the United Methodist Church property to the east of the site drains onto the property.A small portion of the site flows to an existing water quality swale(Design Point 2)on the adjacent Eagle Tribune property.This swale discharges to a closed drainage system that flows to Route 114.Of the 2.86-acre site,only 2.28 acres were analyzed.There is approximately 0.58 acres that are not being disturbed,therefore existing and proposed conditions for this area are the same. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 3 Existing Conditions Vanasse Hangen Brustlin,Inc. Table 1 summarizes the key hydrologic parameters for each drainage area used in the existing conditions analysis. Table 1: Existing Conditions Hydrologic Data Description Discharge Design Area Curve Time of (Drainage Area#) Location Point (acres) Number Concentration(min) 1 Route 114 1 2.1 74 9.0 2 Eagle 2 0.48 74 4.1 Tribune Site L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 4 Existing Conditions VM Vanasse Hangen Brustlin,Inc. Conditions3 Proposed .......................................................................................................................................................................................... Summary The project,which will include the construction of a 14,768 square foot retail building,and associated parking,driveways,landscaping and utilities,was designed to comply as required with the Massachusetts Stormwater Management Policy and the Town of North Andover Zoning Bylaw dated May 2001. Existing drainage and grading patterns were maintained to the maximum extent possible. It should be noted that the project is more than 100'from a resource area,and does not have to comply with the Stormwater Policy. The proposed development has been designed to direct stormwater runoff from paved areas and from rooftop areas through a closed drainage system to an underground detention system.A portion of the paved parking area and driveway will not be detained prior to discharge to the municipal system in Turnpike Street/Route 114.All paved parking and driveway runoff will be collected in deep sump catch basins and will be treated in water quality structures.The closed drainage system was designed for the 25-year storm event. The proposed stormwater management system has been designed to achieve a minimum of 80%total suspended solids(TSS)removal in accordance with Massachusetts Stormwater Management Policy.The proposed system achieves 87% TSS removal. Details of the underground detention system and stormwater quality features are as follows: ......................................................_.....-........................................-.............................................................-........ ...... Water Quantity and Quality Control Site Layout. The existing slopes on the majority of the property will remain generally the same as existing conditions.The site has been designed to direct the majority of stormwater runoff to Turnpike Street/Route 114.A small portion of the site will flow overland to the existing water quality swale on the adjacent Eagle Tribune property. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 6 Proposed Conditions VM Vanasse Hangen Brustlin,Inc. Source Control.A comprehensive source control program will be implemented at the site,which includes regular pavement sweeping,catch basin cleaning,and enclosure and maintenance of all dumpsters,compactors,and loading areas.Further discussion of the site maintenance is included in the Stormwater Regulations compliance Section 5. Snow Management- Temporary snow stockpile areas have been indicated on the site plans. The stockpile areas have been located so that snow stockpile melt is collected and routed throught the storm water management system. Deep Sump/Hooded Catch Basins-Catch basins at the site are to be constructed with sumps(minimum 4-feet)and hooded outlets to trap debris,sediments and floating contaminants.Catch basins will be cleaned twice per year. Underground Detention System—is a subsurface detention system to be used for rooftop runoff and treated pavement runoff.It is designed with perforated pipe-and rock bedding.Soils on the site are not suited for infiltration so this system will act more as detention to attenuate peak runoff rates. ................................................................................................................................................................I............................. Hydrologic Information For the proposed conditions hydrologic analysis,the site was divided into four drainage areas(see Figure 3). These areas discharge to the two design points where peak discharge rates were evaluated for both existing and proposed conditions. Drainage Area 1A—This 0.1-acre seeded area flows overland to Design Point 1 from the exit drive at Route 114 and includes a small amount of pavement. Drainage Area 1B—This 0.37-acre area includes paved parking area and landscaped area.This area is piped directly to Route 114 without detention.The pavement area is treated prior to discharge. Drainage Area 1C—This 2.05-acre area includes the roof,paved parking areas, landscaped areas and the portion of the United Methodist Church property.This area is collected in the closed-drainage system and discharges to the underground detention system. Drainage Area 2A—This 0.11-acre seeded area flows overland to Design Point 2. Table 3 summarizes the key hydrologic parameters for each drainage area used in the proposed conditions analyses. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 7 Proposed Conditions VM Vanasse Hangen Brusthn,Inc. Table 2: Proposed Conditions Hydrologic Data Description Discharge Design Area Curve Time of (Drainage Area#) Location Point (acres) Number Concentration(min) 1A Edge of 1 0.1 78 2.9 Property 1B Route 114 1 0.4 89 7.0 1C Detention 1 2.1 90 7.7 System 2A Eagle Tribune 2 0.1 74 5.0 Site The site complies fully with the total suspended solids removal requirement of the Stormwater Management Policy.The calculated TSS removal rates for the site are shown on the Worksheets included in Appendix C. The TSS removal rate for the proposed development is 87%,which meets TSS removal requirements of the Massachusetts Stormwater Management Policy. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 8 Proposed Conditions Vanasse Hangen Brusthn,Inc. Hydrologic/ Ago 4 Hydraulic Hydrologic Analysis The rainfall-runoff response of the Site under existing and proposed conditions was evaluated for storm events with recurrence intervals of 2,10, and 100-years. Rainfall volumes used for this analysis were based on the Natural Resources Conservation Service(NRCS)Type III,24-hour storm event for Essex County,they-were 3.1,4.5, and 6.4 inches,respectively. Runoff coefficients for the pre-and post-development conditions,as previously shown in Tables 1 and 2 respectively,were determined using NRCS Technical Release 55(TR-55)methodology as provided in HydroCAD. Drainage areas used in the analyses were described in previous sections and shown on Figures 2 and 3.The HydroCAD model is based on the NRCS Technical Release 20(TR-20)Model for Project Formulation Hydrology. Detailed printouts of the HydroCAD analyses are included in Appendix D. Table 3 presents a summary of the existing and proposed conditions peak discharge rates. Table 3: Peak Discharge Rates(cfs*) Design Point 2-year 10-year 100-year Design Point 1: Route 114/Turnpike Street Existing 2.1 4.4 8.0 Proposed 1.5 2.4 7.3 Design Point 2:Eagle Tribune Swale Existing 0.6 1.2 2.1 Proposed 0.1 0.3 0.5 *expressed in cubic feet per second The results of the analysis indicate that there is no increase in peak discharge rates between the pre-and post-development conditions for the 2-,10-and 100-year storm events,as required by North Andover Zoning Bylaw. L:\08475\does\reports\Drainage\8475-DRAIN_rev_nov03.doc 10 Hydrologic/ Hydraulic Analysis Vanasse Hangen Brusthn,Inc. Hydraulic Analysis The closed drainage system was designed for the 25-year storm event. Drainage pipes were sized using Manning's Equation for full-flow capacity and the Rational Method. Additionally,the performance of the system was analyzed using StormCAD,a HEC-22 based program. Pipe sizing calculations are included in Appendix D of this report. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 11 Hydrologic/ Hydraulic Analysis V anasse Hangen Brustlin,Inc. Stormwater5 Regulations The purpose of the Stormwater Management Plan(the Plan)is to provide long-term protection of natural resources in and around the Site.This is achieved by implementing water quality and quantity control measures designed to decrease the amount of pollutants discharged from the Site,increase the quality of stormwater recharged on the Site,and control discharge rates. The following sections describe the regulations pertinent to stormwater management and the specific components of the Plan to be implemented. Stormwater Regulations and Permitting The following stormwater related regulations and guidelines apply to the proposed site development: > Massachusetts State Stormwater Management Performance Standards and Guidelines,Department of Environmental Protection and Office of Coastal Zone Management(DEP/CZM,March 1997). > Environmental Protection Agency(EPA)National Pollutant Discharge Elimination System(NPDES)Stormwater Permit for Construction Activities disturbing greater than five acres(EPA,Federal Register,December 8,1999) Compliance with these regulations is described in the following sections. Stormwater Management Standards and Guidelines The methods for compliance with the nine-stormwater performance standards developed by the MA DEP are summarized below. 1. No new stormwater conveyances may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. Stormwater will be treated before leaving the site.Stormwater does not LA08475\does\reports\Drainage\8475-DRAIN_rev_nov0ldoc 12 Stormwater Management PIan VM Vanasse Hangen Brusflin,Inc. discharge to wetlands or waters of the Commonwealth. 2. Stormwater management systems must be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. Post-development peak discharge rates do not increase for the 2,10 and 100 year storm events. 3. Loss of annual recharge to groundwater should be minimized through the use of infiltration measures to the maximum extent practicable.The annual recharge from the post-development site should approximate the annual recharge from the pre-development site conditions based on soil types. Soils on the site are not suitable for infiltration,as evidenced in percolation tests performed at the site. 4. For new development,stormwater management systems must be designed to remove 80-percent of the average annual load(post development conditions)of Total Suspended Solids(TSS).It is presumed that this standard is met when: Suitable non-structural practices for source control and pollution prevention are implemented; Stormwater management best management practices(BMPs)are sized to capture the prescribed runoff volume;and Stormwater management BMPs are maintained as designed. The proposed stormwater management system is designed to achieve 87%TSS removal. 5. Stormwater discharges to areas with higher potential pollutant loads require the use of specific stormwater management BMPs(listed in guidelines). The use of infiltration practices without pretreatment is prohibited. The site does no discharge stormwater to areas with higher potential pollutant loads. 6. Stormwater discharges to critical areas must utilize certain stormwater management BMP's approved for critical areas(listed in guidelines). Critical areas are Outstanding Resource Waters(ORWO,shellfish beds,swimming beaches,cold-water fisheries and recharge areas for public drinking water supplies. There are no stormwater discharges from the site to critical areas. 7. Redevelopment of previously developed sites must meet the Stormwater Management Standards to the maximum extent practicable.However,if it is not practicable to meet all the Standards,new(retrofitted or expanded)stormwater management systems must be designed to improve existing conditions. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 13 Stormwater Management Plan VM Vanasse Hangen Brusthn,Inc. The site is not a redevelopment. 8. Erosion and sediment controls must be implemented to prevent impacts during construction and land disturbance activities. Sediment and Erosion Control measures will be implemted in accordance with the shee C-3 of the Site Plan set,the Grading,Drainage and Erosion Control Plan. 9. All stormwater management systems must have an operation and maintenance plan to ensure that systems function as designed. Recommended practices for operating and maintaining long term stormwater BMPs is included in Appendix E.A recommended checklist for maintenance inspections and follow up is also included. The Stormwater Management Policy issued by the DEP/CZM states that the"use of the standards should prevent or minimize adverse environmental impacts due to unmanaged stormwater while limiting undue costs and recognizing site constraints." ■ Federal NPDES Construction-Related General Stormwater Permits The proposed project will result in the disturbance of more than one acre of land and thus requires the preparation and implementation of a Stormwater Pollution Prevention Plan(SWPPP)by the site contractor and owner in accordance with the Environmental Protection Agency's (EPA's)National Pollutant Discharge Elimination System(NPDES)General Permit Program for Stormwater Discharges from Construction Sites. The SWPPP is not included in this report. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 14 Stormwater Management Plan vM Vanasse Hangen Brustlin,Inc. • • Exist ing/Proposed Conditions Plans Floodplain Information L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 15 Stormwater Management Plan WAVERLtY ROAD APPROXIMATE SCALE 400 0 400FEET NATIONAL FLOOD INSURANCE PROGRAM ZONE X 114 FIRM fl,000 JNSURANCE RATE MAP TOWN OF NORTH ANDOVER, MASSACHUSETTS ESSEX COUNTY PANEL 6 OF 15 (\ r,� (SEE.MAP INDEX FOR PANELS NOT,PRINTEDI ®Ko s� RM5 X �CJ PANEL LOCATION COMMUNITY-PANEL NUMBER 250098 0008 C MAP`REVISED: JUNE 2,1993 G �2 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at wvvw.msc,fema.gov LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD APPROXIMATE SCALE ZONE A No base flood elevations determined. 400 . 0 400 FEET ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet(usually areas of ponding);base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet(usually sheet flow on sloping terrain); average depths deter- mined. For areas of alluvial fan flooding; NATIONAL FLOOD INSURANCE PROGRAM velocities also determined, ZONE A99 To be protected from 100-year flood by Federal flood protection system under con- struction;.no base flood elevations deter- ' i mined. RM ZONE V` Coastal flood with velocity hazard (wave FLOOD INSURANCE RATE MAP action);no base flood elevations determined. i ZONE VE Coastal flood with velocity hazard (wave action);base flood elevations determined. TOWN:OF FLOODWAY AREAS IN ZONE AE NORTH ANDOVER, MASSACHUSETTS 1 ESSEX COUNTY OTHER FLOOD AREAS Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; PANEL 6 OF 15 and areA protected by levees from 100-year flood (SEE MAP INDEX FOR PANELS NOTPAINTE01 OTHER AREAS ZONE X Areas determined to be outside 500-year flood- plain. ZONE D Areas in which flood hazards are undeter- mined. UNDEVELOPED COASTAL BARRIERS PANEL LOCATION Floodplain Boundary COMMUNITY-PANEL NUMBER Floodway Boundary 250098 0006 C Zone D Boundary MAP REVISED:. JUNE 2,1993 1$ Boundary Dividing Special Flood Hazard l'E T' T4 ?'i�l i,l Irf Zones,and Boundary Dividing Areas of Dif- ferent Coastal Base Flood Elevations Within .Special Flood Hazard Zones. -513�^^�^^-' Base Flood Elevation,Line;Elevation in Feet' [Federal Emergency Management Agency ---_--�p, Cross Section Line LJ U This Is an official copy of a portion of the above referenced flood map. It (EL 987) Base Flood Elevation in Feet Where Uniform was extracted using F-MIT On-Line. This map does not reflect changes Within Zone* or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Elevation Reference Mark 1Program flood maps check the FEMA Flood Map Store at wvwv.msc.fema.gov VM Vanasse Hangen Brustlin,Inc. Appendix • • NRCS Soil Survey Information L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 16 Stormwater Management Plan 22 Cct �®' SOIL SURVEY Included with this soil-in mapping are small areas of ferred grazing helps maintain desirable pasture plant Deerfield and Wareham soils that make up about 15 species. percent of this map unit. The soil is generally suitable for recreational and resi- The permeability of this soil is very rapid. Available dential development, but slope is a limitation for play- water capacity is very low. In unlimed areas the soil is grounds and the moderate or moderately rapid perme- strongly acid to extremely acid. The rooting zone ex- ability limits use for sanitary landfills. The. soil is also, tends into the substratum. suitable for trees and for openland and woodland wildlife Most areas of this soil are.in woodland. A few areas habitat. are farmed, and some are used for residential and urban This unit is in capability subclass Ile. development. This soil is suited to cultivated crops, hay, and pasture, CmC—Charlton fine sandy loam, 5 to 15 percent but it is droughty. The erosion hazard is slight. The main slopes. This deep, moderately sloping, well drained soil management needs include irrigation, frequent applica= is_mostly in rectangular areas on the lower slopes_of hills tions of fertilizer, and cover crops' and ridges. The areas range .from 5 to 20 acres. Slopes Slope and the sandy texture limit this soil for recre- are typically smooth and convex and are 100 to 400 feet ational development. The soil is poorly suited to trees long. and wildlife habitat. Typically, the surface layer is very friable, dark brown The soil is generally suitable for residential develop- fine sandy loam about 4 inches thick. The subsoil is meat. The sides of shallow excavations are unstable. friable, brown fine sandy loam in the upper 7 inches and Establishing lawns is usually difficult because of droughti- friable, dark yellowish brown gravelly fine sandy loam in ness. The soil has few limitations for septic tank filter the lower 17 inches. The substratum is friable, olive fields, but the very rapid permeability is a limitation for brown gravelly fine sandy loam to a depth of 60 inches most other types of waste disposal facilities. or more. This unit is in capability subclass IVs. r� ` Included with .this soil in mapping are small areas of lu Cml3—Charlt®n fine sandy Loam, 3 t® � percent Sutton and Canton soils that make up about 20 percent of this map unit. slopes. This deep, gently sloping, well drained soil is The permeability of this soil is moderate or moderately mostly in rectangular areas on the lower slopes of hills rapid, and available water capacity is.moderate. Reaction and ridges. The areas range from 5 to 20 acres. Slopes ranges from very strongly acid to medium acid. The are typically smooth and convex and range from 100 to rooting zone_extends into the substratum. 400 feet long. Typically, the surface layer is very friable, dark brown Many areas of this soil are in residential development. fine sandy loam about 4 inches thick. The subsoil is Some of the previously cleared areas have reverted to or friable, brown fine sandy loam in the upper 7 inches and been planted to trees. Most areas of the soil have been friable, dark yellowish brown gravelly fine sandy loam in farmed, and some areas still are farmed. the lower 17 inches. The substratum is friable, olive This soil is suited to cultivated crops, hay, and pasture. brown gravelly fine sandy loam to a depth of 60 inches Good tilth is easily maintained in cultivated areas. The or more. - erosion hazard is moderately severe. Where this soil is Included with this soil in mapping are small areas of farmed, striperopping, terracing, minimum tillage, and use Sutton soils and Charlton soils with slopes of 0 to 3 of cover crops and grasses and legumes in the cropping percent. Included soils make up about 20 percent of this system help reduce runoff and erosion and increase or- map unit. ganic' matter content. Mixing crop residue and manure The permeability of this soil is moderate or moderately into the surface layer improves tilth and also increases rapid, and available water capacity is moderate. Reaction the organic matter content of this soil. The use of proper ranges from very strongly acid to medium acid. The stocking rates, deferred grazing, and pasture rotation rooting zone extends into the.substratum. help maintain desirable pasture plant species. Most areas of this soil are used for residential devel- Slope limits the soil for most types of recreational and opment. Some previously cleared areas have-reverted to residential development, and the moderate or moderate- or been planted to trees. Most of the acreage of the soil ly rapid permeability limits use for most types of waste has been farmed, and some areas still are farmed. disposal facilities. The soil is suitable'for,trees and for This soil is well suited to cultivated crops, hay, and openland and woodland wildlife habitat. pasture. Good tilth is easily maintained in cultivated This unit is in capability subclass [Ile. areas. The erosion hazard is moderate. Where this soil is farmed, striperopping, minimum tillage, and use of cover CmD—Charlton fine sandy loam, 15 to 25 percent crops and grasses and legumes in the cropping system slopes. This deep, moderately steep, well drained soil is help reduce runoff and erosion and increase organic mostly in rectangular and irregularly shaped areas on the matter content. Use of proper stocking rates and de lower slopes of hills and ridges. The areas range from 5 .. 1... ..0 .. ;..' m� ..�g�.( .i:�e✓�+'r '"E� .,c., v �✓ti}ll.r � tll;<�'k" W 1 -[ .,: :;, ... ':::� .,. �.:�., �k'� :r?S,";!. •,,.99 E �;;� b r_r�. s Y ,��^_"k �u��i�,; d �,e� a"; r ,Y:.:,,� A {••� t � ,!`� .."'r67i :1. ��.g:. 8 �� y '��j.,�"•S',s �Ys�i'n Q� QJ {t J a, J ns s29), ( gi heat 1 3�4 1�2 = �r 5 000 4 000 1/a 3 000 0 2000 1 000 0 Scale 1:15 840 �� r1 610 000 FEET 3 PP3sr 2' ,zY aaFy 1*� y U _ A f, L 29) Jz J 9tf ,# #T .,6<::-f��Y S.`� fi � .3�r:., a5 `� ^x», a.. '* ,, r, ✓�xY�ti'N ,. ",.s r 3;(hx("y %7 f X 1` (JOins sheet "/ .f� l J 7577.71. { f 'f ze 3 4 t" x Y 'kv l s,.;',. ,.> �:] < ',... ..,, i <�..• $ ''f;tx 0... '. ..3 S, '). i ,. ..:.� f::i .,,.... 1 :, i t -�1N, I is ,r t .........Ir,,.: .....:. .,,., ... ,., ,t, .. ..... ., :.... .:.. ,,o. ! ...3.. ):.,.„..1, ✓...,.. l.<.. ...:.... ..,..r l s.:L , y,�,.s Y�. ..0 >kt{•S. , t v.b<FR, #.o: .L.::, r .,. ., ,., ,' 4..f ., :..;: , ,. t. ,f . {��.4 Y.. ' '! <..:: .. Ma , ... :•,,. b I F A re .... :,.s .:. .. „ ,..u... �.. ..:..: ,.,. :. x.. �i t• 5, ,,.... ,1'r. :f, J r,L,'... Y wF'.'r. A .,..tC ... � 7 :, Y'k "'se r x. ,. ..,.. ..:,.:.. ,. :,r..., r-., , �'.. .,.:: .. t•d 1;,,. v' ."-` 1 t 7� .41x�"Yt r aN £ �'S oi M � { 2 -�, Wg Mftftft In , ,: Vanasse Hangen Brusthn,Inc. Appendix • TSS Removal Worksheet L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 17 Stormwater Management Plan VHB Vanasse Hangen Brustlin, Inc. on Worksheet� Consulting Engineers and Planners 101 Walnut St., Watertown, MA 02471 Name: CVS/Pharmacy Proj. No.: 8475.00 (617) 924-1770 Date: ####### Location: North Andover, MA Computed by: CEC Checked by: A B C BMP TSS Removal Starting TSS Amount Remaining Rate Load* s Removed ( xC) Load (C-D) Street sweeping 10 1.00 0.1 0.90 Deep Sump Catch 25 0.90 0.23 0.68 Basin w/Hood Water Quality Structure 80 0.68 0.54 0.14 Total TSS Removal= 7% Notes: *Starting TSS Load for first BMP= 1.00. TSS load for subsequent BMP's is equal to the Remaining Load (E) from the previous BMP. Vanasse Hangen Brustlin,Inc. Hydrologic/ L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 18 Stormwater Management Plan vim Vanasse Hangen Brustlin,Inc. HydroCAD Analysis: Existing Conditions L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 19 Stormwater Management Plan Vanasse Hangen Brustlin,Inc. 2-Year Storm Event - Existing L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 20 Stormwater Management Plan r a s { ^ #t ii Pi Drainage Diagram for 8475EX-2DPs Prepared by {enter your company name here} 12/22/2003 ` HydroCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 475E -2 Ps Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here} Page 1 HydroCADO 6.10 s/n 001236 © 1986-2002 Applied Microcomputer Systems 12/22/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Subcatchment 1 To R114 Runoff Area=93,000 sf Runoff Depth=0.97" Length=687' Tc=9.0 min CN=74 Runoff=2.06 cfs 0.173 of Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune ea=20,916 sf Runoff Depth=0.97" Length=377' Tc=4.1 min CN=74 Runoff=0.55 cfs 0.039 of Reach DP1: Design Point 2 Inflow=2.06 cfs 0.173 of Outflow=2.06 cfs 0.173 of Reach DP2: Design Point 1 Inflow=0.55 cfs 0.039 of Outflow=0.55 cfs 0.039 of Total Runoff Area=2.615 ac Runoff Volume =0.212 of Average Runoff Depth =0.97" 8475E -2Ds Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here} Page 2 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 1: Subcatchment 1 To R114 Runoff = 2.06 cfs @ 12.14 hrs, Volume= 0.173 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 91,784 74 >75% Grass cover, Good, HSG C 1,216 98 Pavement 93,000 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.2 Sheet Flow, East of Church Grass: Short n= 0.150 P2= 3.10" 0.0 11 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 17 0.0180 2.0 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 75 0.0130 1.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 215 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 284 0.0260 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.0 687 Total 8475EX-2DPs Type 111 24-hr Rainfall=3.10" Prepared by (enter your company name here) Page 3 HydroCADO 6.10 s/n 001236 Q 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 1: Subcatchment 1 To Rl 14 Hydrograph El Runoff I 2.06FCfs LL 0- 4 5 6 7 8 12 13 14 15 16 17 18 19 20 21 22 23 24 25"26 27 28 29 30 Time (hours) 8475E -2Ds Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here} Page 4 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Property Runoff = 0.55 cfs @ 12.07 hrs, Volume= 0.039 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 20,916 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 20 0.0350 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.2 50 0.0800 4.2 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.3 67 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 157 0.0300 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 48 0.0480 3.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0280 2.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.1 377 Total Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Property Hydrograph 0.6- El Runoff 0.55- 0.5 0.45 0.4- y 0.35- 3 0.3-. 0 0.25 0.2 0.15-' 0.1 0.05 0-, ., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475EX-2DPs Type ///24-hr Rainfall=3.10" Prepared by {enter your company name here) Page 5 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Reach DP1: Design Point 2 [401 Hint: Not Described (Outflow=lnflow) Inflow Area= 2.135 ac, Inflow Depth = 0,97" Inflow = 2.06 cfs @ 12.14 hrs, Volume= 0.173 of Outflow = 2.06 cfs @ 12.14 hrs, Volume= 0.173 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP1: Design Point 2 Hydrograph q 13 Inflow 0Outflow 2.06 cfs 206 cis p 2 0 LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475EX-2DPs Type ///24-hr Rainfall=3.10" Prepared by tenter your company name here) Page 6 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Reach DP2: Design Point 1 [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 0.480 ac, Inflow Depth = 0.97" Inflow = 0.55 cfs @ 12.07 hrs, Volume= 0.039 of Outflow = 0.55 cf's @ 12.07 hrs, Volume= 0.039 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP2: Design Point 1 Hydrograph FEI Infl.. 0.55 Cts flow 0.6, U2=1 0.55 0.55 0.5 0.45- ----------- 0.35 0 - 0.3- 0.25 0.15-. 0,05: 0 1 2 3 4 5 6 7 8 9 10 1 1 1 6 14 1 i " 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) vim Vanasse Hangen Brustlin,Inc. 10-Year Storm Event - Existing �x L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 21 Stormwater Management Plan 8475E -2 s Type ///24-hr Rainfall=4.50" Prepared by {enter your company name here} Page 1 HydroCADO 6.10 s/n 001236 © 1986-2002 Applied Microcomputer Systems 12/22/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Subcatchment 1 To R114 Runoff Area=93,000 sf Runoff Depth=1.97" Length=687' Tc=9.0 min CN=74 Runoff=4.40 cfs 0.351 of Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune hVea=20,916 sf Runoff Depth=1.97" Length=377' Tc=4.1 min CN=74 Runoff= 1.18 cfs 0.079 of Reach DP1: Design Point 2 Inflow=4.40 cfs 0.351 of Outflow=4.40 cfs 0.351 of Reach DP2: Design Point 1 Inflow= 1.18 cfs 0.079 of Outflow= 1.18 cfs 0.079 of Total Runoff Area=2.615 ac Runoff Volume=0.430 of Average Runoff Depth = 1.97" 475 -2Ps Type 11124-hr Rainfall=4.50" Prepared by (enter your company name here) Page 2 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 1: Subcatchment 1 To R114 Runoff = 4.40 cfs @ 12.13 hrs, Volume= 0.351 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 91,784 74 >75% Grass cover, Good, HSG C 1,216 98 Pavement 93,000 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.2 Sheet Flow, East of Church Grass: Short n=0.150 P2= 3.10" 0.0 11 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 17 0.0180 2.0 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 75 0.0130 1.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 215 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 284 0.0260 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.0 687 Total 8475EX-2DPs Type H/24-hr Rainfall=4.50" Prepared by {enter your company name here} Page 3 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 1: Subcatchment 1 To Rl 14 Hydrograph 0 Runoff 14.40c 4- r 3 q 0 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475 -2s Type 11124-hr Rainfall=4.50" Prepared by fencer your company name here} Page 4 HydroCADO 6.10 s/n 001236 © 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Property Runoff = 1.18 cfs @ 12.06 hrs, Volume= 0.079 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 20,916 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 20 0.0350 0.2 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.2 50 0.0800 4.2 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.3 67 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 157 0.0300 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 48 0.0480 3.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0280 2.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.1 377 Total Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Property Hydrograph p Runoff i 1 i t 0 i i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475 -2D s Type 1/124-hr Rainfall=4.50" Prepared by {enter your company name here) Page 5 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Reach P1: Design Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 2.135 ac, Inflow Depth = 1.97" Inflow = 4.40 cfs @ 12.13 hrs, Volume= 0.351 of Outflow = 4.40 cfs @ 12.13 hrs, Volume= 0.351 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Reach P1: Design Point 2 Hydrograph p Inflow '4.40 cfs 0 Outflow i4.40 cfs:' 4-r 3 N LL 2 i 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475EX-2DPs Type ///24-hr Rainfall=4.50" Prepared by {enter your company name here) Page 6 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Reach DP2: Design Point 1 [40] Hint: Not Described (Outflow=lnflow) Inflow Area= 0.480 ac, Inflow Depth = 1.97" Inflow = 1.18 cfs @ 12.06 hrs, Volume= 0.079 of Outflow = 1.18 cfs @ 12.06 hrs, Volume= 0.079 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP2: Design Point 1 Hydrograph p El Inflow Outflow El I'lads LL q p 0 ...... .....0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) vim Vanasse Hangen Brustbn,Inc. 100-Year Storm Event - Existing L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 23 Stormwater Management Plan 8475EX-2Ps Type 11124-hr Rainfall=6.40" Prepared by {enter your company name here} Page 1 HydroCADO 6.10 s/n 001236 © 1986-2002 Applied Microcomputer Systems 12/22/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Subcatchment 1 To R114 Runoff Area=93,000 sf Runoff Depth=3.52" Length=687' Tc=9.0 min CN=74 Runoff=7.96 cfs 0.627 of Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Wea=20,916 sf Runoff Depth=3.52" Length=377' Tc=4.1 min CN=74 Runoff=2.13 cfs 0.141 of Reach DP1: Design Point 2 Inflow=7.96 cfs 0.627 of Outflow=7.96 cfs 0.627 of Reach DP2: Design Point 1 Inflow=2.13 cfs 0.141 of Outffow=2.13 cfs 0.141 of Total Runoff Area =2.615 ac Runoff Volume=0.768 of Average Runoff Depth =3.52" 8475E -2DPs Type ///24-hr Rainfall=6.40" Prepared by{enter your company name here} Page 2 HydroCAD®6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 1: Subcatchent 1 To R114 Runoff = 7.96 cfs @ 12.13 hrs, Volume= 0.627 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 91,784 74 >75% Grass cover, Good, HSG C 1,216 98 Pavement 93,000 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.2 Sheet Flow, East of Church Grass: Short n= 0.150 P2= 3.10" 0.0 11 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 17 0.0180 2.0 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 75 0.0130 1.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 215 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 284 0.0260 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.0 687 Total 8475EX-2DPs Type 1/1 24-hr Rainfall=6.40" Prepared by {enter your company name here} Page 3 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 1: Subcatchment 1 To Rl 14 Hydrograph 0 Runoff F..96161SI 8 7- ------------------------ ------ -- -------- 6- 5 LL - 0 4- ------------ ---- ---- ---- ---------- 3- 2- ,................. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475EX-2DPs Type ///24-hr Rainfall=6.40" Prepared by (enter your company name here} Page 4 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Property Runoff = 2.13 cfs @ 12.06 hrs, Volume= 0.141 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 20,916 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 20 0.0350 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.2 50 0.0800 4.2 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.3 67 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 157 0.0300 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 48 0.0480 3.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0280 2.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.1 377 Total Subcatchment 2: Subcatchment 2 To Swale on Eagle Tribune Property Hydrograph p Runoff 2.1 2- 0 LL 0- ........... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475EX-2DPs Type ///24-hr Rainfall=6.40" Prepared by tenter your company name here) Page 5 HydroCADO 6.10 s/n 001236 @ 1986-2002 Applied Microcomputer Systems 12/22/2003 Reach DP1: Design Point 2 [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 2.135 ac, Inflow Depth = 3.52" Inflow = 7.96 cfs @ 12.13 hrs, Volume= 0.627 of Outflow = 7.96 cfs @ 12.13 hrs, Volume= 0.627 af, Atten=0%, Lag=0.0 min Routing by Stor-Incl+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP1: Design Point 2 Hydrograph FEI infiow 7.95 cfs:... U Outflaw I 7.96 GfS 8- 7- d 6- 5 ti 4- j 3- 2- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475EX-2DPs Type0/24-hr Rainfa8=640" Prepared h« (enter your company name here) Page Reach DP2: Design Point 1 [40] Hint Not Described /C}Utf|Vvv=|nf|OmA Inflow Area= 0.480 au' |rd|ovv Depth = 3.52" Inflow = 2.13cfa @ 12.06 hra' Vo|uma= 0.141 af [>uff|mw = 2.13 cfs @ 12.00 h[S' VO|U0e= 0.141 af' Atten=OY6. L8g=O.0 min Routing byStor-|nd+Tnona method, Time Span=U.00'3O.OUhna. dt=O.U1hm Reach DP2: Design Point 1 Hydnngmph -El Outflow Ell Inflow � r 0 U. ISO Time (hours) Vanasse Hangen Brustlin,Inc. ydroCAD Analysis: Proposed Conditions L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 24 Stormwater Management Plan VI verland.to DP 2 DP � C bcatchment 1 C To (new Reach) Detention Basin D ention Chambers (new Reac Subcatchment 1 A Overland to Edge of Property 3 Piped to DP 1 without Detention SU Cafe Reach Pon Link Drainage Diagram for 8475PR-ALT1 Prepared by{enter your company name here} 1/27/2004 HydroCAD®7.00 s/n 001234 ©1986-2003 Applied Microcomputer Systems vim Vanasse Hangen Brustlin,Inc. 2-Year Storm Event - Proposed L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 25 Stormwater Management Plan 8475 - LT1 Type /I/24-hr Rainfall=3.10" Prepared by (enter your company name here) Page 2 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Subcatchment 1A Overland to Edge of Prop Runoff Area=4,252 sf Runoff Depth=1.46" Flow Length=110' Tc=2.9 min CN=82 Runoff=0.19 cfs 0.012 of Subcatchment 1 B: Piped to DP 1 without Detention Runoff Area=15,996 sf Runoff Depth=1.99" Flow Length=250' Tc=7.0 min CN=89 Runoff=0.82 cfs 0.061 of Subcatchment 1C: Subcatchment 1C To Detention Basin Runoff Area=89,085 sf Runoff Depth=2.08" Flow Length=648' Tc=7.7 min CN=90 Runoff=4.65 cfs 0.354 of Subcatchment 2A: Overland to DP 2 Runoff Area=4,579 sf Runoff Depth=0.97" Tc=5.0 min CN=74 Runoff=0.12 cfs 0.009 of Reach DP1: (new Reach) Inflow=1.51 cfs 0.386 of Outflow=1.51 cfs 0.386 of Reach DP2: (new Reach) Inflow=0.12 cfs 0.009 of Outflow=0.12 cfs 0.009 of Pond 2P: Detention Chambers Peak Elev=181.75' Storage=7,453 cf Inflow=4.65 cfs 0.354 of Outflow=0.85 cfs 0.313 of Total Runoff Area =2.615 ac Runoff Volume=0.435 of Average Runoff Depth =2.00" 8475 - L1 Type/1/24-hr Rainfall=3.10" Prepared by {enter your company name here} Page 3 HydroCADO 7.00 s/n 001234 ©1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 : Subcatchment 1 A Overland to Edge of Property Runoff = 0.19 cfs @ 12.05 hrs, Volume= 0.012 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 2,903 74 >75%Grass cover, Good, HSG C 672 98 Pavement 677 98 New Sidewalk 4,252 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 25 0.0400 0.2 Sheet Flow, Grass: Short n=0.150 P2= 3.10° 0.3 65 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 20 0.0750 4.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.9 110 Total Subcatchment 1A: Subcatchment 1A Overland to Edge of Property Hydrograph 0.2 - -- -- -_ __ _ _ _ _ I _. Runoff 0.1s ors 0.19 .- . . - - - - 0.18 _-2_4 h C__.. 0.17 0.16 0.15 - - RU - ® ; ea ' .5 Jam- .. 0.14 -- - -- --- _ -- - - f 0.13 -- - -- -- - u n ff- '.uine �0 0 f 2 a# w 0.12 -- --- _- - ---- --- - - -- -Run fDepth'16-0.11 - - - r et 100. - - --r- -- - -u 0.09 - -- - 0.08 -_ -= -- --- -- -- - T�=2 0.07 - - :9 nlin 0.06 --- - - - ---- - -- - -EN 82- 0.05 -=- --=- --=- -- µ------ ----- --- ------ - ---- - - 0.04 __f --- -- - - -- - 0.03 --- - --- - t - - -- - -- -- -- 0.02 - -- --- - -- - -- ----- 0.01 ' , 0 � 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475 - L1 Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here} Page 4 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 : Piped to DP 1 without Detention Runoff = 0.82 cfs @ 12.10 hrs, Volume= 0.061 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area(sf) CN Description 5,894 74 10,102 98 15,996 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 50 0.0200 0.1 Sheet Flow, Grass: Short n=0.150 P2=3.10" 1.2 175 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 7.0 250 Total Subcatchment 1 B: Piped to DP 1 without Detention Hydrograph -- --i---- — --i---- — --- --r--:-- y 082cfs- - 0.85_ - tit A 0.8. - 0.75 _ .- -- - --- --- - - - -- ------ - - - airtfa�ll��10'' 0.7- 0.65 - ------=- ------=- -- . -=- --=- k�un4ffKea.=05796sf-- 0.6 -=--'--'----- '-------- --- - ----- - - -- - - - R r`u rfaff a 6 . 61 a 0.55 � - - 0.5 pun --. epf11.99" - g 0.45 - --- -- - -- ----- -- -- -- -- -- a0.4 --- - ----i- --- --- ------- -- -- ----r--- ---- ---- 0.35 - -----=-+- ------ - — - ------ - ---- TC=T -047iiiiQFt 0.25 - 0.2 - 1- - - 0.15 - - -- -- -- - --- 0.05- 0 y i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475P -ALT1 Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here) Page 5 HydroCADO 7.00 s/n 001234 01986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 C: Subcatchment 1 C To Detention Basin Runoff = 4.65 cfs @ 12.11 hrs, Volume= 0.354 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 13,013 98 Roof 44,522 98 Pavement/Walks 30,539 74 >75% Grass cover, Good, HSG C 1,011 98 New Sidewalk 89,085 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.0 11 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 17 0.0180 2.0 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 75 0.0130 1.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.6 120 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.0 30 0.5000 10.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 120 0.0700 5.4 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 190 0.0050 3.8 2.98 Circular Channel (pipe), Diam= 12.0" Area=0.8 sf Perim=3.1' r=0.25' n=0.011 7.7 648 Total 8475P -ALT1 Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here} Page 6 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 C: Subcatchment 1 C To Detention Basin Hydrograph - -' - -- - 4.65 Type III A runoff: r a' sf - -- --- um 3- unffDet . a' 3 6 48'- 2 c® P7 in CN 90 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475P - LT1 Type ///24-hr Rainfall=3.10" Prepared by {enter your company name here) Page 7 HydroCADO 7.00 s/n 001234 01986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 2 : Overland t® DP 2 Runoff = 0.12 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 4,579 74 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2 : Overland to DP 2 Hydrograph 0.13- 0.125_ -- 0.12 --. 0.115 _ -- - T e1124hr 0.11- - - --- --- -- Yp. - 0.105. - - - - - - -- Rainfall=3.10 0.1" - - -- - - - -- 0.095 -_: -- -- _=Runoff Are _4_579 sf- 0.09" - . 0.085 --- -- -- - ---- unoff.U-c�1t 6=0 009-af- 0.07 - - -: - - - - - FU110ff-De:pth=0 97" 30.065_ - ---- - - -- - ---.-- - -- -- 0.055 -- --- - - - --. - -- 0.05 Q --- _„ - N 0.04 ---- -- _ - -- - --- L 0.035_ _ --- _ --- - -- - -- 0.025 - 0.02 0.01 - i 0.005 f f. 0 4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475PR-ALT1 Type I//24-hr Rainfall=3.10" Prepared by (enter your company name here} Page 8 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Reach DP1: (new Reach) [40] Hint: Not Described (Outflow=lnflow) Inflow Area= 2.510ac, Inflow Depth = 1.84" Inflow = 1.51 cfs @ 12.11 hrs, Volume= 0.386 of Outflow = 1.51 cfs @ 12.11 hrs, Volume= 0.386 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP1: (new Reach) Hydrograph El Inflow El q Outflow 1.51 efs 1.51 Cts fi ln Ar ' 64510 ad bw* � e a (W q 0 LL 0 ...... 0 1 2 3 4 '1'01"1'1"21"3' 14 15 16 17 113 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475 - LT1 Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here} Page 9 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Reach P2: (new each) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.105 ac, Inflow Depth = 0.97" Inflow = 0.12 cfs @ 12.08 hrs, Volume= 0.009 of Outflow = 0.12 cfs @ 12.08 hrs, Volume= 0.009 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach P2: (new Reach) Hydrograph El Inflow 0.13 0 12 cts - - --- - El Outflow 0.12 0.11 : 0 1 - � -'- `- - . - -- --- -- - - 0.09 --- - 0.08 - - - - .. -- ---- - r1 i a i 0.07 -- -- -- - -- - ---- - - -- -- 0 0.06 - - ---- - - ` --.-- - LL 0.05 -- - - ----.- i 0.04 -- --- -- - - ---i --. -- --.-- -- 0.03 - - -- - -- - - -- - - -- -- ---0.02 - -- ----- .. ---- ----- --- - ---- ----- 0.01 0 G o' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475P - LT1 Type 11124-hr Rainfall=3.10" Prepared by {enter your company name here) Page 10 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Pond 2P: Detention Chambers Inflow Area= 2.045 ac, Inflow Depth = 2.08" Inflow = 4.65 cfs @ 12.11 hrs, Volume= 0.354 of Outflow = 0.85 cfs @ 12.59 hrs, Volume= 0.313 af, Atten=82%, Lag=28.7 min Primary = 0.85 cfs @ 12.59 hrs, Volume= 0.313 of Routing by Stor-Ind method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 181.75' @ 12.59 hrs Surf.Area=0 sf Storage=7,453 cf Plug-Flow detention time= 186.0 min calculated for 0.313 of (88%of inflow) Center-of-Mass det. time= 132.2 min ( 941.9 - 809.7 ) # Invert Avail.Storage Storage Description 1 180.20' 75 cf Custom Stage Data Listed below 75 cf x 208.00 = 15,600 cf Total Available Storage Elevation Cum.Store (feet) (cubic-feet) 180.20 0 180.70 7 181.20 21 182.20 48 183.20 68 183.70 75 # Routing Invert Outlet Devices 1 Primary 180.70' 6.0" Vert. Orifice/Grate C=0.600 2 Primary 183.00' 6.0' long x 3.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.85 cfs @ 12.59 hrs HW=181.75' (Free Discharge) 11=Orifice/Grate (Orifice Controls 0.85 cfs @ 4.3 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 8475PR-ALT1 Type /I/24-hr Rainfall=3.10" Prepared by {enter your company name here} Page 11 HydroCADO 7.00 s/n 001234 1986-2003 Applied Microcomputer Systems 1/27/2004 Pond 2P: Detention Chambers Hydrograph Inflow El Primary 4.65 efs 5- 1 6=2 04 ow; e . . 5 ac j P A ec:k'E.Idv* 181: 75: 4-' Storago 7453 Cf 3- ------------ 0 LL 2- ----------- Ow85 GfS 0 IX M 2r- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) VILB Vanasse Hangen Brusthn,Inc. 10-Year Storm Event- Proposed L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 26 Stormwater Management Plan 8475 -ALT1 Type I//24-hr Rainfall=4.50" Prepared by (enter your company name here) Page 2 HydroCADO 7.00 s/n 001234 ©1986-2003 Applied Microcomputer Systems 1/27/2004 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Subcatchment 1A Overland to Edge of Prop Runoff Area=4,252 sf Runoff Depth=2.64" Flow Length=110' Tc=2.9 min CN=82 Runoff=0.34 cfs 0.021 of Subcatchment 1 B: Piped to DP 1 without Detention Runoff Area=15,996 sf Runoff Depth=3.30" Flow Length=250' Tc=7.0 min CN=89 Runoff=1.34 cfs 0.101 of Subcatchment 1C: Subcatchment 1C To Detention Basin Runoff Area=89,085 sf Runoff Depth=3.40" Flow Length=648' Tc=7.7 min CN=90 Runoff=7.46 cfs 0.579 of Subcatchment 2A: Overland to DP 2 Runoff Area=4,579 sf Runoff Depth=1.97" Tc=5.0 min CN=74 Runoff=0.25 cfs 0.017 of Reach DP1: (new Reach) Inflow=2.47 cfs 0.660 of Outflow=2.47 cfs 0.660 of Reach DP2: (new Reach) Inflow=0.25 cfs 0.017 of Outflow=0.25 cfs 0.017 of Pond 2P: Detention Chambers Peak Elev=182.71' Storage=12,101 cf Inflow=7.46 cfs 0.579 of Outflow=1.25 cfs 0.537 of Total Runoff Area=2.615 ac Runoff Volume=0.718 of Average Runoff Depth =3.30" 8475P -ALT1 Type ///24-hr Rainfall=4.50" Prepared by (enter your company name here} Page 3 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 : Subcatchment 1 A Overland to Edge of Property Runoff = 0.34 cfs @ 12.04 hrs, Volume= 0.021 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,903 74 >75%Grass cover, Good, HSG C 672 98 Pavement 677 98 New Sidewalk 4,252 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 25 0.0400 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.3 65 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 20 0.0750 4.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.9 110 Total Subcatchment 1 : Subcatchment 1 A Overland to Edge of Property Hydrograph 0.36=. - - -- -- -- - - - -- -- - 0.34 cFs,:, ..... : 0.34-' - - - --- - -- , -- ;Type;ll �4®hr .. 0.32 - -- ----- - - 0.3- --- -- - -- -Rai nfati 44.50"-- 0.28 - _ -- -- - - 0.26 __ __ _ _ __ __ Unoff Area=4,252 sf 0.24- U - -- O noff:Volume-0.021 0.22 -- - -- - - - - ---- -Runoff- - - ---- a 0 2 Qepth _2,�Z _'-- _a 0.18 o Flow Lev ;t = 10 0.16-0.14 0.12- - - -- -- - -- "®8 -- 0.1 0.08_" -= 0.06 - - -- -- =-=- -- -- - - ----- -- 0.04= 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475P -ALT1 Type 11124-hr Rainfall=4.50" Prepared by {enter your company name here) Page 4 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 : Piped to DP 1 without Detention Runoff = 1.34 cfs @ 12.10 hrs, Volume= 0.101 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 5,894 74 10,102 98 15,996 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 1.2 175 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 7.0 250 Total Subcatchent 1 B: Piped to DP 1 without Detention Hydrograph p Runoff J.34 cfs° Type Ill 24-hi`r ; Rainfall 4.50.' --.-R'u toff -Area=15;996' 1 noff,Volt; 0.101 of Runoff Depth-3.810" IL Flo Length 250' Tc-70 m i r CN®89 t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 475P -ALT1 Type 11124-hr Rainfall=4.50" Prepared by {enter your company name here) Page 5 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 C: Subcatchment 1 C To Detention Basin Runoff = 7.46 cfs @ 12.11 hrs, Volume= 0.579 af, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 13,013 98 Roof 44,522 98 Pavement/Walks 30,539 74 >75% Grass cover, Good, HSG C 1,011 98 New Sidewalk 89,085 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.2 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.0 11 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 17 0.0180 2.0 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 75 0.0130 1.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.6 120 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.0 30 0.5000 10.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 120 0.0700 5.4 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 190 0.0050 3.8 2.98 Circular Channel (pipe), Diam= 12.0" Area=0.8 sf Perim=3.1' r=0.25' n= 0.011 7.7 648 Total 8475PR-ALT1 Type ///24-hr Rainfall=4.50" Prepared by {enter your company name here) Page 6 HydroCADO 7.00 s/n 001234 0 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 C: Subcatchment 1 C To Detention Basin Hydrograph - -- -- ---- - - 17.46 ds, P1-24-�hr- e.11 7 Rainfall=4.50', 6 q 'R:un' O'ff Arda-89,085.sf A U riff I 'V;'OfU-`- ,57 ; 9 at T 5- (W 3.40'-Rurtoff-Depth 4 F 6 Le* I w ngth IL '648 3- mth EN-9 - 2- 0 .......... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2-2 23 24 25 26 27 28 29 30 Time (hours) 8475R- LT1 Type/1/24-hr Rainfall=4.50" Prepared by {enter your company name here} Page 7 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 2A: Overland to DIP 2 Runoff = 0.25 cfs @ 12.08 hrs, Volume= 0.017 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 4,579 74 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchmet 2Overland to DP 2 Hydrograph p Runoff 0.26 0.25 cfs - -" -- -- 0.24 ----- - - TYell[-24-hr 0.22X ----- - - Rainfall®4.50" 0.2 '-Ru.n' ff.Atea;4,579 sf_. . 01$ - off V Iuirn ®0.017 of-- -- _ _ h�-J:Runoff Dept .97" 3 0.14 - -- - - m „- LL 0.12- Ci-r�.0 I,I,11 o., CN 74 0.08 : I 0.06 0.04 7 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475PR-AL [ 7yD8 &/24-hrFainfa0=45D" Prepared b« {enter your company name here) Page Reach DP11: (new Reach) [4O] Hint: Not Described (Outf|0w=|nf|ovv) |nf low Area= 2.510ao' |nf|mwDepth = 3.15" Inflow = 2.47ofa @ 12.10 hre, Vo|umg= O.00Oaf {}utf|mm = 2.47ofa @ 12.10 hrs. Vo|ume= 0.060of` Atten=O%, Lug=O.O min Routing byStor-|nd+Trana method, Time Span=O.00-3O.0Ohm' dt=O.O1hne Reach DP1: (new Reach) Mydrog,aph � � � � � Time (hours) 8475PR-ALT1 Type U/24-hr Rainfall=4.50" Prepared by (enter your company name here) Page 9 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Reach DP2: (new Reach) [401 Hint: Not Described (Outflow=lnflow) Inflow Area= 0.105ac, Inflow Depth = 1.97" Inflow = 0.25 cfs @ 12.08 hrs, Volume= 0.017 of Outflow = 0.25 cfs @ 12.08 hrs, Volume= 0.017 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP2: (new Reach) Hydrograph EM Inflow 0.25 CfS El Outflow 025 cfs 0.26 1 n fl ow-W-Ar C: rea=. 05 a 0.24 0.22- 0.2, 0.18- 0.16 0.14- 2 u- 0.12-1 0.1 0.08 . . . . . . . . . -- --- ---- 0.06 -- - M4 0.02 0-1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 475P -ALT1 Type 11124-hr Rainfall=4.50" Prepared by {enter your company name here) Page 10 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Pond 2 : Detention Chambers Inflow Area= 2.045 ac, Inflow Depth = 3.40" Inflow = 7.46 cfs @ 12.11 hrs, Volume= 0.579 of Outflow = 1.25 cfs @ 12.60 hrs, Volume= 0.537 af, Atten= 83%, Lag=29.5 min Primary = 1.25 cfs @ 12.60 hrs, Volume= 0.537 of Routing by Stor-Ind method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 182.71' @ 12.60 hrs Surf.Area=0 sf Storage= 12,101 cf Plug-Flow detention time= 173.8 min calculated for 0.537 of (93% of inflow) Center-of-Mass det. time= 136.3 min ( 932.2 - 795.9) # Invert Avail.Storage Storage Description 1 180.20' 75 cf Custom Stage Data Listed below 75 cf x 208.00 = 15,600 cf Total Available Storage Elevation Cum.Store (feet) (cubic-feet) 180.20 0 180.70 7 181.20 21 182.20 48 183.20 68 183.70 75 # Routing Invert Outlet Devices 1 Primary 180.70' 6.0" Vert. Orifice/Grate C=0.600 2 Primary 183.00' 6.0' long x 3.0' high Sharp-Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=1.25 cfs @ 12.60 hrs HW=182.71' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 1.25 cfs @ 6.4 fps) Rectangular Weir ( Controls 0.00 cfs) 8475PR-ALT1 Type ///24-hr Rainfall=4.50" Prepared by (enter your company name here) Page 11 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Pond 2 : Detention Chambers Hydrograph -------------- El Inflow El Primary 7.46 ofs 8 nf low Area=Z.-045 7 Is-P klE.1-1v ' 6- 19- - - -St-ora,- -e ; 12: 101 Of 5- B: 4- 0 EL 3- 2- 1.25 ds ----------- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) VHB Vanasse Hangen Brusthn,Inc. 100-Year Storm Event - Proposed L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 28 Stormwater Management Plan 8475P - T1 Type/1/24-hr Rainfall=6.40" Prepared by {enter your company name here) Page 2 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Subcatchment 1A Overland to Edge of Prop Runoff Area=4,252 sf Runoff Depth=4.36" Flow Length=110' Tc=2.9 min CN=82 Runoff=0.55 cfs 0.035 of Subcatchment 1 B: Piped to DP 1 without Detention Runoff Area=15,996 sf Runoff Depth=5.12" Flow Length=250' Tc=7.0 min CN=89 Runoff=2.04 cfs 0.157 of Subcatchment 1C: Subcatchment 1C To Detention Basin Runoff Area=89,085 sf Runoff Depth=5.24" Flow Length=648' Tc=7.7 min CN=90 Runoff=11.25 cfs 0.892 of Subcatchment 2A: Overland to DP 2 Runoff Area=4,579 sf Runoff Depth=3.52" Tc=5.0 min CN=74 Runoff=0.45 cfs 0.031 of Reach DP1: (new Reach) Inflow=7.34 cfs 1.043 of Outflow=7.34 cfs 1.043 of Reach DP2: (new Reach) Inflow=0.45 cfs 0.031 of Outflow=0.45 cfs 0.031 of Pond 2P: Detention Chambers Peak Elev=183.38' Storage=14,669 cf Inflow=11.25 cfs 0.892 of Outflow=6.09 cfs 0.850 of Total Runoff Area=2.615 ac Runoff Volume= 1.115 of Average Runoff Depth =5.12" 8475P - LT1 Type/1/24-hr Rainfall=6.40" Prepared by{enter your company name here} Page 3 HydroCAD®7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1A: Subcatchment 1 A Overland to Edge of Property Runoff = 0.55 cfs @ 12.04 hrs, Volume= 0.035 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 2,903 74 >75%Grass cover, Good, HSG C 672 98 Pavement 677 98 New Sidewalk 4,252 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 25 0.0400 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.3 65 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 20 0.0750 4.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.9 110 Total Subcatchment 1 A: Subcatchment 1 A Overland to Edge of Property Hydrograph 0.6 Runoff 0.55 cfs 0.55 T Oil hr : YP 0.5 ^, ®i -- Ralnfalt=G.4 _ 0.45 ___ 11.ClOff-Area=4,252-Sf-. - 9 0.4 -- - - -- ----- --U off_Volur16=0.035 of-- y 0.35 - -- - --- - - --- - . -Run©f#-Depth®4 36"- 3 0.3 ; LL -=---- r - - Flow Length=110' 0.25 ' Ey 0.2 : --=- - - - - 0.15 CN=82. 0.1 -- _- - - _'_ - -- --- - 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 475P _ALT1 Type/1/24-hr Rainfall=6.40" Prepared by {enter your company name here} Page 4 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1 B: Piped to DP 1 without Detention Runoff = 2.04 cfs @ 12.10 hrs, Volume= 0.157 af, Depth= 5.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 5,894 74 10,102 98 15,996 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 50 0.0200 0.1 Sheet Flow, Grass: Short n=0.150 P2=3.10" 1.2 175 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 7.0 250 Total Subcatchment 1 B: Piped to DP 1 without Detention Hydrograph ' p Runoff i .cfs i 2 -- , 12.04 —- --- pe III 24-hr Ty i Rainfall=6.40" .unoff Area-15,996 sf x. Who lu ' a-0157 afi Runoff b o th=5.12" i 1 ow Lengfh=250 ti ' TC=70 min N 89 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475 - LT1 Type ///24-hr Rainfall=6.40" Prepared by f enter your company name here) Page 5 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Sucatcent 1 C: Subcatchent 1 C To Detention Basin Runoff = 11.25 cfs @ 12.11 hrs, Volume= 0.892 af, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 13,013 98 Roof 44,522 98 Pavement/Walks 30,539 74 >75%Grass cover, Good, HSG C 1,011 98 New Sidewalk 89,085 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.0 11 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 35 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 17 0.0180 2.0 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 75 0.0130 1.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.6 120 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.0 30 0.5000 10.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 120 0.0700 5.4 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 190 0.0050 3.8 2.98 Circular Channel (pipe), Diam= 12.0" Area=0.8 sf Perim=3.1' r=0.25' n=0.011 7.7 648 Total 8475PR-ALT1 Type ///24-hr Rainfall=6.40" Prepared by {enter your company name here} Page 6 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 1C: Subcatchment 1C To Detention Basin Hydrograph 12- 11.25ets Type 11124 b r 10 Rainfall* 6.40. 9 Runoff Arcia 5!sf 8 Ru 'ff. Volu 6 0.. - M 892i af R 7- A u n off- Depth-., S.2 il 6- Flow- Length=648'-- Mir TC 77 V- 4- CN=90 3 2- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 475PR-ALT1 Type/1/24-hr Rainfal1=6.40" Prepared by {enter your company name here} Page 7 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Subcatchment 2 : Overland to DP 2 Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 4,579 74 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2Overland to DP 2 Hydrograph 05= -- --- - — 0.48_ -- - --- -- _ -- - --- 0.46 0. cfs: p Runoff r- _ T`, a 11 24 r- 0.44 - - --- - -- -- 1 f 0.424 0.4 - - - Rainfall®6:40''- 0.38= - - - -- - -- -- 0.36: - - - unoff Area 4,579 sf 0.34_ - - - - - - 0.32� unoff Volume=0; 31_ _ 0.3 -- - - - 0.28 _ _- ---Runoff Depth t3.52: LL 0.22 -- ---- - _ --- 0.24 Tc 5 e0 man 0.2= - -- - --- - CN 74-- 0.14=' ---- - -- - - - -- 0.12= - 0.1 -- - _ - -- ----- 0 08 0.06`' - - --- -- i 0.04_ - 0.02 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475PR-ALT1 Typ8 /U24-hrH@infall=G4D" Prepared h« (enter your company name here) Page Reach DP11: (new Reach) [40] Hint: Not Described (Ou0ow=|nf|mw) Inflow Area 2.510ao. |nf|ovvDeoth = 4.90" Inflow = 7.34cfs @ 12.25hra, Vo|ume= 1.043af Outflow = 7.34 nfa @ 12.25 hm' Vo|urne= 1.043 uf' ADen=O%, Leg=0.0 min Routing bvS0op|nd+7-/anu method, Time Span=O.00-3O.00hmo, dt=O.O1hrn Reach DP1: (new Reach) Mydrogmoph El Inflow � � « � LL 0 Ili Inji Time (hours) 8475P - LT1 Type 11l 24-hr Rainfall=6.40" Prepared by {enter your company name here} Page 9 HydroCAD@ 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 1/27/2004 Reach DP2: (new Reach) [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 0.105 ac, Inflow Depth = 3.52" Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.031 of Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.031 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach DP2: (new each) Hydrograph --- - , - --- - EI Inflow 0.5 - - oascts Outflow 0.48 -- --------:--.-- o as cfs _ 0.46 - - . .. l r := .:1 5 0.44 -- - - -- - 0.42 - 0.4 -- ------ - 0.38 -. -- - --- -- - h 0.36 -- -- -- -- - -- --- -- - -------- - 0.34 0.32 - - - - - - -- 0.3 w 0.28 - - - - --- `--- - - -- - -- : " 0.26- -- 0 0.24 LL 0.22 0.2 - --- ------— - .---- - ------ ------------ - ---- -- ----- 0.18 -- , - -- - 0.16 -- -- --. __ 0.14_ - --- - - -- 0.12 -- 0.1 --. - - -- - 0.08 -- _ P -- ---- ----- --- - _ 0.06 - 0.04 0.02-' 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8475P -ALT1 Type/1/24-hr Rainfall=6.40" Prepared by {enter your company name here} Page 10 HydroCADO 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 1/27/2004 Pond 2P: Detention Chambers Inflow Area = 2.045 ac, Inflow Depth = 5.24" Inflow = 11.25 cfs @ 12.11 hrs, Volume= 0.892 of Outflow = 6.09 cfs @ 12.25 hrs, Volume= 0.850 af, Atten=46%, Lag= 8.9 min Primary = 6.09 cfs @ 12.25 hrs, Volume= 0.850 of Routing by Stor-Ind method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 183.38' @ 12.25 hrs Surf.Area=0 sf Storage= 14,669 cf Plug-Flow detention time= 145.3 min calculated for 0.850 of (95% of inflow) Center-of-Mass det. time= 118.5 min ( 902.8 - 784.2) # Invert Avail.Storage Storage Description 1 180.20' 75 cf Custom Stage Data Listed below 75 cf x 208.00 = 15,600 cf Total Available Storage Elevation Cum.Store (feet) (cubic-feet) 180.20 0 180.70 7 181.20 21 182.20 48 183.20 68 183.70 75 # Routing Invert Outlet Devices 1 Primary 180.70' 6.0" Vert. Orifice/Grate C=0.600 2 Primary 183.00' 6.0' long x 3.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=6.08 cfs @ 12.25 hrs HW=183.38' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 1.47 cfs @ 7.5 fps) Rectangular Weir (Weir Controls 4.61 cfs @ 2.0 fps) 8475PR-ALT1 Type ///24-hr Rainfall=6.40" Prepared by {enter your company name here} Page 11 HydroCADO 7.00 s/n 001234 1986-2003 Applied Microcomputer Systems 1/27/2004 Pond 2P: Detention Chambers Hydrograph Inf Fow 11.25 efs Primary 12 I nf fo W.Ar ' =2 045 ea ad 10— --------- ---- ---- Peak-*,Elev.1-83 38'. - Storage 9- 8 . . . . . . . . . . q 7 t 6.09 cfs 6- LL 5_: L 4- 3_- 7 2- 0-1 0 1 2 3 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) vim Vanasse Hangen Brusflin,Inc. StorrnCAD Analysis L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 30 Stormwater Management Plan vM Vanasse Hangen Brustlin,Inc. 1 Long Term StormwaterMgt. O&M Information L:\08475\docs\reports\Drainage\8475-DRAIN.doc 31 Stormwater Management Plan VMVanasse Hangen Brusthn,Inc. .........................---................................................................................ ..................... Long Term Stormwater Maintenance Program The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. >- Clean all catch basins twice annually to remove accumulated sand,sediment, and floatable products or as needed based on use. >- Paved areas will be swept,at a minimum,2 times per year. >- Routinely pick up and remove litter from the parking areas,islands and perimeter landscape areas in addition to regular pavement sweeping. >- Routinely inspect all dumpster and compactor locations for spills.Remove all trash litter from the enclosure and dispose of properly. L:\08475\docs\reports\Drainage\8475-DRAIN.doc 32 Stormwater Management Plan Vanasse Hangen Brustlin,Inc. • • • Long Term 1 • Information L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 31 Stormwater Management Plan VMVanasse Hangen Brusttin,Inc. ................ ..................................................................... ........................................................ ....................... Long Term Stormwater Maintenance Program The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. >- Clean all catch basins twice annually to remove accumulated sand,sediment, and floatable products or as needed based on use. >- Paved areas will be swept,at a minimum,2 times per year. >- Routinely pick up and remove litter from the parking areas,islands and perimeter landscape areas in addition to regular pavement sweeping. >- Routinely inspect all dumpster and compactor locations for spills.Remove all trash litter from the enclosure and dispose of properly. L:\08475\docs\reports\Drainage\8475-DRAIN_rev_nov03.doc 32 Stormwater Management Plan Vanasse Hangen Brustlin,Inc. FF 1 "x Fee Soil Test Pit Data L:\08475\docs\reports\Drainage\8475-DRAIN_rev_dec03.doc Massachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program 0 Turnpike Street Map 24 Lot 81 Form 11 - Soil Suitability Assessment forOn-Site Sewage Disposal A. Facility Information 1. Facility Information Peters Street Realty Trust,LLC c/o Eagle Tribune Publishing Co. Owner Name 100 Turnpike Street Map/Lot Map 24 Lot 81 Street Address North Andover MA 01845 City State Zip Code B. Site Information 1. (Check one) New Construction ® Upgrade ❑ Repair ❑ 2. Published Soil Survey available? Yes ® No ❑ If yes: 1981 CmB Year Published Publication Scale Soil Map Unit CmB-Charlton Fine Sandy Loam Low Permeabilty in the substratum HSB B Soil Name Soil limitations 3. Surficial Geological Report available? Yes ® No ❑ If yes: Year Published Publication Scale Map Unit Geologic Material Landform 4. Flood Rate Insurance Map: Above the 500 year flood boundary? Yes ❑ No ❑ Within the 100 year flood boundary? Yes ❑ No Within the 500 year flood boundary? Yes ❑ No ❑ Within a Velocity Zone? Yes ❑ No 5. Wetland Area: National Wetland Inventory Map Map Unit Name Wetlands Conservancy Program Map Map Unit Name 6. Current Water Resource Conditions (USGS) August/03 Range: Above Normal ® Normal ❑ Below Normal ❑ Month/Year 7. Other references reviewed: DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 1 of 7 Massachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program O Turnpike Street Map 24 Lot 81 Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed disposal area) Deep Observation Hole A: 8-28-03 Morninq Sunny 80 degrees Date Time Weather 1. Deep Observation Hole Logs Deep Hole Number 1 Ground Elevation at Surface of Hole 186+/- Location (Identify on Plan ) See Site Plans 2. Land Use: Grass few 3-5 (e.g.woodland,agricultural field,vacant lot,etc.) Surface Stones Slope(%) Maples/Pines/Low Brush Ground Morraine Vegetation Landform Position on landscape(attach sheet) 3. Distances from: Open Water Body Drainage Way Possible Wet Area feet feet feet Property Line 100'+ Drinking Water Well Other feet feet 4. Parent Material: Glacial Till Unsuitable Materials Present: Yes ❑ No❑ If Yes: Disturbed Soil[] Fill Material[] Impervious Layer(s) ❑ Weathered/Fractured Rock❑ Bedrock[:] 5. Groundwater Observed: Yes ❑ No If Yes: Depth Weeping from Pit none Depth Standing Water in Hole none Estimated Depth to High Groundwater: None at 84" None at 179.0 +/- inches elevation DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 2 of 7 Massachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program O Turnpike Street Map 24 Lot 81 Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Deep Observation Hole A: Deep Hole Number: 1 Soil Soil Matrix: Redoximorphic Features Soil Coarse Fragments Soil Structure Soil Depth Horizon/ Color-Moist (mottles) Texture %by Volume Consistence Other Layer (Mansell) (USDA) (Moist) (In') Depth Color Percent Gravel Cobbles &Stones 0-36" Fill 0 N/A 0 0 Variable Fill 36"-38" A 10YR 4/4 0 Sandy 0 0 Friable Dry Loam 38"-44" B 10YR 4/6 10 Sandy 10 0 Friable Dry Loam 44"-84" C 10YR 5/6 0 Sandy 5 0 Massive Dry Loam At 84" R Refusal Additional Notes Area is being used for stormwater detention ONLY! The site is serviced bV Town Sewer DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal-Page 3 of 7 Massachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program O Turnpike Street Map 24 Lot 81 Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (Cont.) Deep Observation Hole B® 8/23/03 AM Sunny 80 deorees Date Time Weather 1. Deep Observation Hole Logs Deep Hole Number 2 Ground Elevation at Surface of Hole 187+/- Location (Identify on Plan ) 2. Land Use: Vacant Grassed few 3-5 (e.g.woodland,agricultural field,vacant lot,etc.) Surface Stones Slope(%) grassed—few trees Ground Morraine Vegetation Landform Position on landscape(attach sheet) 3. Distances from: Open Water Body Drainage Way Possible Wet Area feet feet feet Property Line Drinking Water Well Other feet feet 4. Parent Material: Glacial Till Unsuitable Materials Present: Yes ❑ No ❑ If Yes: Disturbed Soil❑ Fill Material❑ Impervious Layer(s) ❑ Weathered/Fractured Rock❑ Bedrock❑ 5. Groundwater Observed: Yes ❑ No If Yes: Depth Weeping from Pit none @ 10' Depth Standing Water in Hole none 2 10' Estimated Depth to High Groundwater: none @ 10' none @ 167 inches elevation DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 4 of 7 -LIIMassachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program 0 Turnpike street Map 24 Lot 81 � Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Deep Observation Hole B: Deep Hole Number: Soil Soil Matrix: Redoximorphic Features Soil Coarse Fragments Soil Soil Depth Horizon/ Color-Moist (mottles) Texture %by Volume Structure Consistence Other Layer (Munsell) (USDA) (Moist) (In.) Depth Color Percent Gravel Cobbles &Stones 0-15" Fill -- 15"-23" A 10YR 4/4 Sandy Friable Loam 23"-36" B 10YR 4/6 Sandy Friable Loam 36% C 10YR 5/6 Sandy Massive Rock Fragment 120" Loam -10% Additional Notes Poured Concrete Wall in north side of hole possible old manhole and pipe manhole frame and cover found This area is to be used for Stormwater recharge only, Town sewer is available at the site DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal-Page 5 of 7 Massachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program O Turnpike Street Map 24 Lot 81 Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method used: ❑ Depth observed standing water in observation hole A�5`i B. N`�'`� �\ inches inches ❑ Depth weeping from side of observation hole A. B. inches inches ❑ Depth to soil redoximorphic features (mottles) A. B. inches inches ❑ Groundwater adjustment (USGS methodology) A. B. inches inches 2. Index Well Number Reading Date Index Well Level Adjustment Factor Adjusted Groundwater Level E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes ® No❑ b. If yes, at what depth was it observed? Upper boundary: Lower boundary: inches inches F. Certification I certify that I have passed the soil evaluator examination' approved by the Department of Environmental Protection and that the above analysis was performed me consistent with the required training, expertise and experience described in 310 CMR 15.017. ' S December 22, 2003 Signature of Soil Evaluator Date Jon D. Stephenson, P.E. June 1995 Typed or Printed Name of Soil Evaluator "Date of Soil Evaluator Exam Paul LeBlance—Mill River Consulting Name of Board of Health Witness Board of Health Note: This form must be submitted to the approving authority with Percolation Test Form 12 DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 6 of 7 LAMassachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program O Turnpike Street Map 24 Lot 81 Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Use this sheet for field diagrams: DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 7 of 7 08475.00 FORM 12 -PERCOLATION TEST Location Address or Lot No.: Corner of Peters Street and Route 114 COMMONWEALTH OF MASSACHUSETTS North Andover, Massachusetts Percolation Test* Date: August 28, 2003 Time: Morning Observation Hole # 2 Depth of Perc shelf at 3' perc hole,15" deep Start Pre-soak 9:41 End Pre-soak 9:56 Time at 12" 9:56 Time at 9" 11.5" @ 10:25 Time at 6" 10" @ 12:23 Time (9" - 6") Rate Min./Inch Approx - 74 MPI Minimum of 1 percolation test must be performed in both the primary AND reserve area. Site Passed ❑ Site Failed ❑ For Drainage only Performed By: Jon D. Stephenson, P.E. Witnessed By: Paul LeBlanc - Mill River Consultinq Comments: Site is for drainage only, Town sewer is available Due to hitting refusal DTH 1 was not suitable for percolation testing DEP APPROVED FORM- 12/07/95