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Stormwater Report - 200 CHICKERING ROAD 6/22/1998
STORMWA TER AMNA GEMEVT REPOR T FOR OLD TOWN VILLAGE RETAIL PROJECT 200 Cllr' RING ROAD NO.RTIIl DOVER, AS',�AC ,S'ETTS 01845 MHF#45996 PREPARED FOR: SCOTT COMPANIES 12 ROGERS ROAD HAVERHILL,MASSACHUSETTS 01835 PREP D BY N !� )3 r O G1 1 _w _ , SCI ?E IPAL E� MHF Design Consultants, Inc. ENGINEERS ® PLANNERS • SURVEYORS 12-B Manor Parkway, Salem, N.H. 03079 FEBRUA 0,W9F &iffi'"&33Y,71497 REVISED APRIL 30, 1997 REVISED MAY 14, 1997 REVISED JUNE 22, 1998 REVISED AUGUST 4, 1998 TABLE OF CONTENTS A. NARRATIVE 1 - 5 B. HYDROLOGIC SITE ANALYSIS 6- 9 PRE AND POST DEVELOPMENT CONDITIONS C DETENTION POND DESIGN 10 D. STORMWATER BEST MANAGEMENT PRACTICES 11 - 18 APPENDICES APPENDIX A PRE DEVELOPMENT HYDROGRAPHS 2, 10, 100 YEAR DESIGN STORM APPENDIX I? POST DEVELOPMENT HYDROGRAPHS WITH DETENTION 2, 10, 100 YEAR DESIGN STORM APPENDIX C DETENTION POND DESIGN - DESIGN CRITERIA - OUTFLOWHYDROGRAPHS 2, 10,100 YEAR DESIGNSTORM APPENDIX D SCS DATAIRAINFALL MAPS 2, 10, 100 YEAR DESIGN STORM APPENDIX E MISCELLANEOUS PIPE CHA R TSINOMO GRA PHS APPENDIX F BMP DESIGN - OUTLET PROTECTION DESIGN - LEVEL SPREADER DESIGN - TREATMENT SWALE DESIGN - ROOF INFILTRATION DESIGN - CULVERT ANALYSIS -EXISTING 12"INLET APPENDIX G "CULTEC CHAMBER" SYSTEMDATA STORMWATER MANAGEMENT REPORT FOR OLD TOWN VILLAGE RETAIL PROJECT A. Narrative. 1. Objective The objective of this report is to evaluate the impact of the proposed commercial/retail development project with respect to on-site and ofd site stormwater runoff. Comparison of the pre-development stormwater runoff to the post-development stormwater runoff is made and a proposed stormwater management system is designed to attenuate any increases in stormwater runoff due to the proposed development of the project site. The report includes supporting calculations, tables and charts utilized for the pre and post development stormwater runoff analysis and the design of the proposed stormwater management system and stormwater drainage system for the proposed development. 2 Project Descri t ion The proposed development is located just south of the intersection of Farr-wood Avenue with State Route 125, also known as Chickering Road in the Town of North Andover, Massachusetts. The property is further identified by the Town Assessor's Maps as Lot 35 & 46 on Map 46. The proposed project consists of approximately 2.9 acres of land which will be utilized for the development of a commercial/retail building with approximately 24,055 sf of gross floor area. Associated improvements for the proposed project include driveway/access with parking, landscaping, lighting,utilities and an on-site stormwater collection system and subsurface stormwater management system. See Figure 1, Project Location Map. The topography of the site is slightly sloping from the southern property corner near Chickering Road to the northern property corner at Fanwood Avenue. Elevation of the site ranges from 202 feet to 188 feet. 3 Existing Drainage Conditions The existing site currently sheet flows runoff to shallow concentrated flow to the existing stormwater drainage system in Fanwood Avenue located at the project site's northwestern property corner. In order to analyze the pre and post development stormwater runoff from the site,two design points were selected for the analysis of the stormwater - 1- Figure 1 . Project Location Map. OSC PcP DENY �° �° 0�0 Rp• COMMON PPS EMC�Ck MASS P <iNOFN TER Z-ti hU � �`�� ESTNUT ST WOOD 125 0 �qLF Q Du °" K/"CSTO" m '9ST PF`� � �i• A BR�ST eR m �0N CO��= CUSy"fT r � � o � O O w F 114 w o 133 LO CATIO MAP (NOT TO SCALE) MHF Design Consultants,Inc Proposed Commercial Retail Development C:I959V EPORTTDOC runoff from the site. Design point 1 was designated as the catch basin on Farrwood Avenue approximately 150 feet to the west of the site and design point 2 was designated as the existing 12"inlet pipe under the existing parking area to the west of the site. Peak runoff rates for the project site for the pre-development conditions are based on the runoff rates for the existing on-site soil types,the on-site tributary areas, and the time of concentration for each area analyzed in the on-site watershed. Calculations for time of concentration for each subcatchment area are included in Appendix D of the report . Pre-development peak flows are generated for the site under existing conditions so that they can be compared with those rates calculated under post-development conditions. Further, existing peak runoff rates establish the peak rate of outflow from the site to achieve a zero increase in runoff from the post-development site. Analysis is performed using the USDA SCS Type III, 24-hour storm distribution and the design return periods for the 2-year,l0-year, and 100-year storm events. 4 Proposed Drainage Conditions The stormwater runoff generated as a result of the proposed development will be collected on-site via a closed drainage system. The drainage system will collect and detain runoff in an on-site detention pond and release it to a proposed treatment swale and level spreader. Each catch basin will collect the storm runoff and route the runoff through its discharge piping to the downstream catch basin or drainage manhole. The discharge piping (storm drainage system), in conjunction with the on-site detention pond, has been sized to produce, at the point of system outfall, a zero increase in proposed runoff as compared to existing runoff from the project site.In addition, stormwater runoff is pretreated through the use of deep sump hooded catch basins and sediment collection systems prior to entering the on-site detention pond. 5 Stormwater Runoff Methodology This analysis evaluates the impact of the proposed commercial/retail development project with respect to pre and post-development stormwater runoff. Comparison of the pre-development stormwater runoff to the post-development stormwater runoff is made and a proposed stormwater management system is designed to attenuate any increases in stormwater runoff due to the proposed development of the project site. The pre and post development stormwater runoff rates for the project site are determined for the 24 hour duration, USDA-SCS Type III rainfall distribution, for the 2-year, 10-year and 100-year recurrence intervals. - 3 - Stormwater runoff analysis is based on the USDA-SCS methods as described in "Urban Hydrology for Small Watersheds" 2nd Ed. (TR-55) and "Program for Project Formulation Hydrology" (TR-20 Computer Program) as well as the stage/storage indication method for routing. Interior storm drainage design is based on the discharge hydrographs for each basin. The discharge hydrographs for the 10-year return period are utilized along with "Hydraulic Design of Highway Culverts" charts to ensure adequate capacity, and cleansing velocity given the selected pipe sizes, slopes and pipe materials. Peak discharge hydrographs for the overall project site were calculated for the pre and post development conditions. Runoff curve numbers were determined for the various hydrologic soil groups and land uses for both the pre and post development conditions. The coefficient of runoff for each area used was a weighted average based on land use and area. Times of concentrations for both the pre and post development conditions were determined based on current land use and topography. Calculations for runoff curve numbers and times of concentration for each subcatchment area can be found in Appendix D of the report. In the case of the hydrologic analysis for post development conditions for the project site, it was assumed that the time for rainfall to travel from the most hydraulically remote point to the proposed outlet structure was 6.0 minutes (inlet time of 5.0 minutes plus 1.0 minute for travel through the drainage system to the outlet) for design purposes, which would be a minimum "worst case" situation. Since the runoff would be directed to storm inlets and concentrated in a closed drainage system with a short hydraulic length and since each catchment area is relatively small in extents this assumption is reasonable. The hydrologic soil group that exist within the proposed project site is Woodbridge fine sandy loam,HSG C. The soil type was determined by locating the project boundaries on the soil survey map of the "Soil Survey Essex County, Massachusetts Northern Part" USDA SCS Sheet 30. The runoff factors were based on the figures in Tables 6-4.1 thru 6-4.3. See Appendix D. The project site is divided into subcatchment areas which are tributary to the proposed catch basin inlets in order to develop inflow hydrographs for each of the inlets. This is done so that discharge piping and storage piping may be sized, outflow hydrographs generated, summed and routed all to the point of discharge. The hydrograph at the point of discharge is then compared with the existing, pre-development peak rates of runoff for the relative design storms to ensure that there will be zero increase in runoff above the existing rates. - 4 - b. Summar. The results of the detailed analysis for comparison of the pre and post development runoff rates, stormwater management and the onsite drainage systems design are provided in the following sections of this report. The following tables summarize the results of this report: Table 1: Site Analysis: Pre & Post-Development Peak Rates of Runoff A DESIGN POINT 1 FARRWOOD AVENUE CATCH BASIN Design Storm Recurrence Interval 2-year 10-year 100-year Pre-development Conditions 2.0 cfs 3.8 cfs 6.1 cfs Post-development Conditions 2.0 cfs 3.8 cfs 6.1 cfs B. DESIGN POINT 2 EXISTING 12"INLET PIPE Design Storm Recurrence Interval 2-year 10-year 100-year Pre-development Conditions 2.2 cfs 5.1 cfs 9.0 cfs Post-development Conditions 1.9 cfs 3.3 cfs 5.5 cfs with Detention Pond A stormwater management system consisting of an on-site detention pond with controlled release of collected stormwater runoff from the project site limits the peak rate of runoff from the 100-year design storm to slightly less than the existing rate of runoff from the site. The effect of the control release and storage of the peak inflows to the collection system is a zero increase of runoff from project site for the 100-year design storm. Discharge of runoff from the system is proposed to outlet to a flared end section with a rip rap outlet for erosion protection, thence through a grassed treatment swale to a grassed level spreader before continuing downstream to the adjacent wetland area. In addition, an underground system has been designed for the roof drainage for infiltration of the roof drainage as required under the Stormwater Management Policy and based on the design for total infiltration, no runoff from the roof areas is included in the overall peak flow rate calculated for the post development conditions. All of these measures are considered "Best Management Practices" (BMP's)for stormwater management and erosion control and are described in more detail in Section D, Stormwater Best Management Practices. In addition, analysis of the pre and post development flows for the 100 year design storm event on the existing 12"inlet pipe (design point 2) revealed that no increase of flooding would result under post development conditions. As a - 5 - conservative measure, the existing 10" CMP that is located downstream of the existing 12"RCP inlet pipe, was used as the control outlet for design point 2. Design point 2 was modeled as a detention basin (Reservoir 5) based on the existing 10"CMP being used as the outlet. Based on the analysis of the predevelopment condition for the 2 year design storm event, it was determined that this area experienced an overtopping of the design point and flowed overland to the existing drainage system in Farr-wood Road. Therefore, a second outlet was modelled at design point 2 based on this condition. The second outlet was modelled as a broad crested weir. Using the two outlets at design point 2, the peak flow rates for the pre and post development conditions under the 2, 10 and 100 year design storm were generated. The results of the analysis indicate that there is virtually no increase to the ponding elevations at design point 2 under post development conditions. Results of this analysis are summarized below and peak flow hydrographs for the pre and post development conditions are located on the following pages. PONDING ELEVATION (FT) DESIGN STORM 2 yr 10 yr 100 yr Predevelopment Conditions 185.87 186.11 186.36 Postdevelopment Conditions 185.83 185.98 186.15 Hydrographs for this analysis can be found on the following pages. Design criteria used in the analysis of the existing area as a detention pond (Reservoir 5) can be found in Appendix C of this report. - 6 - 4-a r- 00 0 N Ln 00 ri }4 CD x I~ 7 -r-I H N N I .� o d CD I- Ln N o r- a)� co OD co Go co a L � 2 M � 44 ch Ln 00 N LO r-I O N r- W I N N � v N Ln ry 0 O o O (— Ln (N O I� 00 OZ) co co co co r-I r-1 r1,—.� N 4 A- r- -1 Ln • N II N r o _rl �-I O e--I � Q rI O O co CD co co co c —I —1 r-1 Z r1 r I a `" J1 44 N LO s--I O II N W v v CD H � � N 0 O O t� � N O l� a) QQ Ln Ln Ln Ln 00 co 0� 00 OD 00 a c� ,n �10 N 00 I 2 N f=7 Ln -1 }4 O Ln i LL.� s O O in rl l0 N N � 00 00 co � O � r+ r i+3 r-A �--i � N `'v' I ,-� Ln l0 N ri Ln W o .--1 H Ln �-I o o r►i 9- D CD B. Hydrologic Site Analysis 1 Hydrologic Drainage Analysis Basis: Stormwater runoff analysis is based on the USDA-SCS methods as described in "Urban Hydrology for Small Watersheds" 2nd Ed. (TR-55) and "Program for Project Formulation Hydrology" (TR-20 Computer Program) as well as the stage/storage indication method for routing. Interior storm drainage design is based on the discharge hydrographs for each basin. The discharge hydrographs for the 10-year return period are utilized along with "Hydraulic Design of Highway Culverts" charts to ensure adequate capacity, and cleansing velocity given the selected pipe sizes, slopes and pipe materials. Software which combines these methodologies as well as others typically used in the estimation of peak runoff rates and the hydrographs has been utilized for this analysis and design. The software is "Hydrographs for Windows" Version 5.1 by Intelisolve. The program takes input developed by utilizing TR-55 worksheets for the estimation of times of concentrations, composite curve numbers and various TR-55 figures and charts which have been included in this report. 2 Watershed/Drainage Area Data (Project Site): Total site area: See Exhibits A, B and C Storm Distribution: SCS, 24-hour, Type III. Return Period/Precipitation: 2-year/ 3.0", 10-year/4.6", 100-year/ 6.5" 3 Existing_Conditions (Base Input Data/Development of Peak Flow Hydrograph): Present Conditions Summary of Peak Runoff Rates: Table 3: Site Analysis: Pre-Development Peak Rates of Runoff Design Storm Recurrence Interval 2-year 10-year 100-year A Design Point 1 Farrwood Avenue Catch Basin Pre-development Conditions 2.Ocfs 3.8 cfs 6.1 cfs R Design Point 2 Existing 12� "inlet pipe Pre-development Conditions 2.2cfs 5.1 cfs 9.0 cfs USDA-SCS TR55: Worksheet 2: Runoff curve number and runoff See Appendix D for generation of RCN values and tc's for each tributary subcatchment area as depicted on Exhibits A, B and C. - 7 - Watershed Data; Storm No 1 Storm No,Z Storm No 3 Frequency, yr. 2 10 100 Rainfall,P (24-hr), in 3.0 4.6 6.5 The time of concentration (tc) for the existing conditions was computed using the SCS method and worksheets. See Appendix D for Tc worksheet calculations. 4 Proposed Conditions (Base Input Data/Development of Peak Flow Hydrographl Proposed Conditions Summary of Peak Runoff Rates: Table 4: Site Analysis: Post-Development Peak Rates of Runoff A DESIGN POINT 1 FARRWOOD AVENUE CATCH BASIN Design Storm Recurrence Interval 2-year 10-year 100-y Post-development Conditions 2.0 cfs 3.8 cfs 6.1 cfs B DESIGN POINT 2 EXISTING 12"INLET PIPE Design Storm Recurrence Interval 2 7year 10-year 100-year Post-development Conditions 5.1 cfs 9.1 cfs 14.1 cfs USDA-SCS TR55: Worksheet 2: Runoff curve number and runoff See Appendix D for generation of RCN values for each tributary subcatchment area as depicted on Exhibits A, B and C. USDA-SCS TR55: Worksheet 3: Time of concentration (Tc) or travel time (Tt) The time of concentration (tc) for the existing conditions was computed using the SCS method and worksheets. See Appendix D for Tc worksheet calculations. For the individual subcatchment areas tributary to each catch basin, it is assumed that due to the short travel time to any inlet of the proposed storm drainage system and the short hydraulic length of closed conduit that the travel time or Tc will be less than or equal to 5 minutes. - 8 - 5. Comparison of Existing and Proposed Peak Runoff Rates The following summary tables are taken from the analysis and design reports which appear in the Appendices. Differences between Existing and Proposed Peak Rates of Runoff A DESIGN POINT 1 FARRWOOD AVENUE CATCH BASIN Design Storm Recurrence Interval 2-year 10-year 100-year Pre-development Conditions 2.0 cfs 3.8 cfs 6.1 cfs Post-development Conditions 2.0 cfs 3.8 cfs 6.1 cfs B DESIGN POINT 2 EXISTING 12"INLET PIPE Design Storm Recurrence Interval 2-year 10-year 100-year Pre-development Conditions 2.2 cfs 5.1 cfs 9.0 cfs Post-development Conditions 1.9 cfs 3.3 cfs 5.5 cfs with Detention Pond For peak flow data for post development conditions with detention, see Appendix B. - 9 - C. Detention Pond Design 1 Introduction The proposed drainage system for the project will incorporate four underground detention systems consisting of 50 chambers per system. Each underground detention system will provide approximately 1100 cubic feet of available storage per system. The chamber systems are designed to work in series and hydrographs for each system are generated and added to the next system in line. The design of the proposed detention pond will accommodate the additional runoff associated with a 100 year design storm event. In addition , the 2 and 10 year design storm event is also routed through the proposed pond. The computerized program "Hydrographs for Windows" as described above was utilized to analyze the proposed drainage system and the proposed detention pond. The proposed site is delineated into the various subcatchment areas as shown on Exhibit C, and peak flow hydrographs are generated for each subcatchment area. In addition to the on-site detention pond, two underground infiltration systems are proposed for the roof drainage. Design for this system consists of two separate underground chamber systems which roof drainage is tied into. The design of the system assumes the roof drainage to be entirely infiltrated for all design storm events based on the calculated flow associated with the exfiltration as calculated based on Darcy' Law where Q=kiA. An emergency overflow pipe is provided from each system and tied into the proposed parking lot drainage system. Design calculations for the roof drainage infiltration system can be found in Appendix F of this report. - 10 - D. Stormwater Best Management Practices 1. Introduction The proposed project consists of approximately 2.969acres of land which will be utilized for as the site for a commercial/retail building with approximately 24,055 sf of gross floor area. Associated improvements for the proposed project include driveway/access ways with parking, landscaping, lighting, utilities and an on-site stormwater collection system and subsurface stormwater management system. The proposed drainage facilities for the site, including the erosion and stormwater management controls have been designed under the guidelines of the Stormwater Management Standards established by the Stormwater Management Policy as promulgated by the Commonwealth of Massachusetts,Executive Office of Environmental Affairs, Department of Environmental Protection. Under the Stormwater Management Policy, there are nine (9) specific standards which are used to satisfy regulatory requirements under the Policy. The proposed stormwater management controls established as part of the site design meet or exceed those minimum standards and provide for the attenuation of stormwater runoff for both quality and quantity issues. Best management practices for erosion control and site stabilization during construction will be employed on the site to minimize soil erosion and to protect the adjacent wetland areas from impacts associated with the proposed development during and after construction. The use of erosion and sediment control silt fencing around the perimeter of the proposed work will ensure on-site containment of sediment as well as control the extent of disturbed area. At the storm system outfall, the use of outlet protection in the form of a riprapped apron will ensure that sediment controls are not overwhelmed by sudden flows of stormwater which may contain sediment from the site. Additionally, at inlets to the proposed storm drainage system, the use of a combination system will be utilized. This system will consist of placing filter fabric under the inlet grating of catch basins and continuing the fabric up and over the remainder of the inlet area to the basin and placing on top of the filter fabric a layer of crushed stone to add additional filtering of any sediment laden runoff and to secure the filter fabric in place during construction of the proposed project. 2. Proposed Stabilization/Treatment The proposed project will utilize both temporary and permanent erosion control and treatment measures for control of stormwater runoff. Temporary erosion control measures such as silt fence, hay bales, erosion control blanket and mulch will be used - 11 - during the construction of the project to minimize intrusion of soil erosion and will remain in place until permanent stabilization is accomplished. Other measures for sedimentation and erosion control as well as water quality protection will include provisions for sumps in all catch basins for capturing sediment laden stormwater runoff. In addition, the underground detention systems will provide for additional treatment of sediment control. 3. Stormwater Runoff Treatment The design of the project incorporates the use of sumps and oil/gas hoods on the outlets of the drainage system which will add to the efficiency of catch basins in the removal of pollutants associated with stormwater flows from the paved areas. Additional permanent stormwater control measures which have been designed for the site are described in more detail as follows: A. Sediment Forebay The provision of a sediment forebay will provide for the pretreatment of stormwater runoff prior to exiting the proposed detention basin. Stormwater runoff from the piped drainage system is routed through the sediment forebay and detention basin for each area. The sediment forebay has been designed in conjunction with the deep sump catch basins to provide for the prescribed volume of runoff as determined under the standards established by the Stormwater Management Policy. Design of the sediment forebays can be found in E of this report. B. Detention Basin The provision of the on-site detention basin will provide for the ability to attenuate the quality and quantity issues associated with stormwater pollutants. Stormwater pollutants may include sediments, heavy metals, hydrocarbons, salts, and fertilizers. The natural renovation capabilities of soil can remove many of these pollutants. In addition to the water quality measures provided for by the detention basins, water quantity issues are also addressed through their use. The goal of the detention basin is to store runoff during peak storm conditions and slowly meter the outflow into the downstream drainage system. The design provides for a "zero increase" with respect to the additional runoff associated with the proposed development for the 100 year design storm event The use of deep sump catch basins, sediment forebays and the detention basins will provide for approximately 80 % removal rate of stormwater borne sediment based on the TSS removal design rates outlined by the EPA. - 12 - C. Outlet Protection Outlet protection for the proposed drainage outfall consists of a rip rap lined apron placed between the outlet of the proposed drainage system and the downstream treatment swale. Outlet protection prevents erosion or scour at the outlets of storm sewers, culverts, paved waterways or other lined channels or pipes by reducing the velocity of the flow from the pipe or channel. Design of the outlet protection for this project can be found in Appendix F of this report. D. Grassed Treatment Swale Grassed or vegetated swales are either natural or constructed broad channels with dense vegetation that are designed to treat runoff and dispose of it safely into a natural drainage system. Grassed treatment swales are also effective in the removal of sediment and other water borne pollutants and can be effective in the removal of total suspended solids (TSS). Vegetated swales improve water quality by the treatment and removal of pollutants from stormwater runoff, increase the infiltration of runoff and reduce potential erosion from the discharge of runoff. For effective treatment, the swale has been designed to provide for a low velocity so as to provide for the settlement of the waterborne pollutants associated with stormwater runoff. The proposed treatment swale design for this site is located in Appendix F of this report. E. Level Spreader Design A level spreader is an outlet constructed at zero percent grade across the slope that allows concentrated runoff to be discharged at non-erosive velocities into natural or man-made areas that have existing vegetation capable of preventing erosion. A level spreader change concentrated flow into sheet flow and then outlets it onto stable areas without causing erosion. Design of the level spreader for this project is located in Appendix F of this report. - 13 - 4. Operation and Maintenance Plan An effective Site Operation and Maintenance Plan is essential for the proper operation of the stormwater management systems that are designed to provide for water quality and quantity measures. The stormwater management system owner will be the same as the current owner of the property and will be responsible for implementation of the operation and maintenance plan for the site. As with any development for this type of use, a maintenance company is employed to deal with the routine operation for the facility including maintenance of the building, trash disposal, snow removal and landscaping. Some of these items are routinely done on a weekly, monthly or seasonal basis. The maintenance company employed for the site will be responsible for implementing the operation and maintenance procedures outlined herein for the stormwater management systems. Routine and non-routine maintenance tasks which are part of these procedures are defined and listed for the Operation and Maintenance Plan and the schedule for the proposed maintenance plan is outlined in this report. It is also suggested that the Operation and Maintenance Procedures for this site be made part of the conditions of approval for the Order of Conditions that may be issued for this project and a copy be put on file with the Town of North Andover. In addition, maintenance and inspection reports prepared for the owner as part of this project can also be submitted to the Town of North Andover, if required. I PARKING LOT SWEEPING Sweeping of the parking lots shall be done early in the spring season once the snow has melted. This early sweeping will remove much of the sand and other debris that is often left as a result of snow plowing. Snow removal from the site or placement of snow outside of paved areas will also prevent sand and debris accumulation in the paved areas and reduce the amount of materials that could potentially enter the storm drainage system. Accumulated sediment in non-paved areas from snow storage areas shall be removed as well. In addition, sweeping of the parking areas shall be done in the fall after the majority of the leaf drop occurs but prior to the first snowfall. II LITTER CONTROL Litter control involves removing litter such as leaves, lawn clippings, pet wastes, and trash from parking lots and landscape areas before materials are transported into the on-site drainage systems. There are several ways to control litter. An effective program of trash and garbage collection will reduce the amount of material entering surface waters. Lawn - 14 - clippings and leaves will be removed from the site as part of the landscaping maintenance program. Weekly maintenance of the landscape areas of the site will commence in the early spring months and continue through the summer and taper off to twice a month through the fall months into early winter. Recycling programs will be encouraged by the individual tenants and a recycling container will be provided in the centralized trash enclosure area of the site. In addition, the trash receptacle for the entire site has been located in one area to minimize the amount of trash receptacles onsite, thereby reducing the potential for litter. Trash and recylables removal will be on an as-needed basis, depending on the amount of materials generated by the tenants of the site. Litter collection in the parking areas will be done weekly. In addition to litter control, the use of fertilizers, pesticides and herbicides shall be limited on the site. Proper pesticide and fertilizer application shall be encouraged, including proper timing and application reduction. Buffer areas between the landscape areas and the downstream wetland areas are provided. The specific limits of the fertilizers, pesticides and herbicides to be used on-site will be provided by the landscape maintenance company. III CATCH BASIN CLEANING The removal of sediments and associated pollutants and trash occurs only when inlets or sumps are cleaned out, therefore regular maintenance of the catch basin sumps is essential to the longevity of the stormwater drainage system. The more frequent the cleaning, the less likely sediments and trash will be resuspended and discharged downstream to the drainage system. Frequent cleaning also provides more volume for future storms and enhances overall performance. In areas of potentially high sediment accumulation such as parking lots, inlets should be inspected frequently, and cleaned as necessary, after every major storm event. Minimum requirements for cleaning of inlets and sumps for catch basins as recommended under the Stormwater Management policy are four times a year. However, for this site,the recommended inspection and cleaning schedule will be every two months or as needed based upon inspection. IV UNDERGROUND ROOF INFILTRATIONSESTEMS The underground systems to be used for roof drainage infiltration shall have monitoring wells installed in the system with an at grade access cap. These monitoring wells shall be inspected after a major storm event (25 year storm or greater) and then 72 hours thereafter to ensure the proper operation of these systems. In addition to the monitoring wells, several access ports are located within the underground systems to check various areas of the system. - 15 - V WATER OUALITYSWALE Water quality swales should be inspected at least semi-annually, and maintenance and repairs made as necessary. Additional inspections should be made during the first few months after construction to make sure that the vegetation has been adequately established. Repairs and reseeding should be done as required. Water quality swales should be mowed once a year and grass clippings be removed. Grass must not be cut shorter than 4 inches and excessive mowing is discouraged. Sediment and debris removal should be done manually, at least once a year. The seed mix for the water quality swale is a specified below and is also shown on the design plans. WATER QUALITYSWALE PLANTING SPECIFICATIONS Tall fescue 201bs/acre or 0.45 lbs/10,000 sf Creeping red fescue 201bs/acre or 0.45 lbs/10,000 sf Birdsfoot trefoil 8 lbs/acre or 0.201bs/10,000 sf Lime and fertilizer should be applied prior to or at time of seeding and incorporated into the soil. The following rates are recommended: Agricultural limestone 2 tons/acre or 100 lbs/1,000 sf Nitrogen(N) 50 lbs/acre or 1.1 lbs/10,000 sf Phosphate (P205) 100 lbs/acre or 2.2 lbs/10,000 sf Potash (K20) 100 lbs/acre or 2.21bs/10,000 sf (This is equivalent to 500 lbs/acre of 10-20-20 fertilizer or 1,000 lbs/acre of 5-10-10). Attached to this report is a revised Operation and Maintenance Schedule which has been included as part of the Stormwater Management Form under the Stormwater Management Policy. - 16 - OPERA TIONAND MAINTENANCE SCHEDULE FOR PROPOSED RETAIL FACILITY Maintenance Item Proposed Schedule 1. Sweeping of parking lots Monthly (March-June) Monthly(September-November) 2. On site litter pickup Weekly 3. Catch basin cleaning Every 2 months or after a major storm event.* 4. Sediment forebay inspection Biannual or after a major storm event Sediment forebay cleaning Once a year 5. Detention pond inspection Biannual or after a major storm event Detention pond cleaning As needed depending on results of inspections Underground roof infiltrator systems Inspect monitoring wells after a major storm event 6. Water quality swale inspection Semi-annually Inspection of outlet protection Yearly or after a major storm event apron and level spreader A major storm event is defined for purposes of this report as a 25 year storm or greater. - 17 - E. Stormwater Management Policy Standards Attached to this section is a description of the standards prescribed under the Stormwater Management Policy and the methods and calculations by which this project complies with those standards. - 18 - Stormwater Management Form This form is intended to ensure that proposed stormwater control designs meet the Stormwater management standards described in the Department of Environmental Protection's Stormwater Management Policy(November 1996). The Depart- ment of Environmental Protection (DEP) recommends that applicants submit this form with the Notice of Intent, as it-ell as supporting documentation and plans, to provide Stormwater information for conservation commission review. If a particu- lar stormwater management standard cannot be met, information should be provided to demonstrate how adequate water quality and water quantity protection will be provided by the project. DEP encourages engineers to use this form to certi. that the project meets the stormwater management standards as well as acceptable engineering standards. This form should be completed by checking the appropriate boxes for each standard and by signing and stamping the back of this form. Project Location: 2DD G �I �/�� 1Z1141 ❑ The proposed projecto is not(circle one) exempt from one or more of the stormwater management standards. If project is exempt, explain why: /UD.CDi [.vt°•� Stormwater runoff volumes to be treated for water quality are based on the following calculations: (check one that applies) ❑ I inch of runoff.x total impervious area of post-development site for critical areas (e.g. Outstanding Resource /Waters and shellfish growing areas) Lam' 0.5 inches of runoff x total impervious area of post-development site for other resource areas S�tann rd #1: Untreated Stormwater (See plan L9' The project is designed so that new stormwater conveyances (outfalls/discharges) do not discharce untreate- stormwater into, or cause erosion to. wetlands or waters. Standard #2: Post-development peak discharge rates (See plan E' Post-development peak discharge rates do not exceed pre-development rates on the site either at the point of discharge or dow•ngradient property boundary. E f s El N/A: project site contains waters subject to tidal action, so standard is not applicable. " Ssormwater controls have been designed for the 2-year and 10-year, 24-hour storms. The project's stormwater design will not increase flooding impacts offsite from the 100-year, 24-hour storm. Stan and #3: Recharge to groundwater (See plan Z, f J ,/O The annual groundwater recharge for the post-development site approximates annual recharge from existing site conditions. ❑ Soil types have been identified according to either the U.S.Natural Resources Conservation Service (NRCS) County Soils Survey or onsite soil evaluation. Calculations on stormwater flow are based on a soil hydrologic group of C , and total impervious area of -72�i Ar)-,:-' (square feet). Soil types at each planned point of stormwater runoff infiltration include: J�,��//fit / 2--'Infiltration Best Management Practices(BMPs)used for this project include: Stan rd #•4: 80% TSS removal (See plan The proposed stormwater management systems will remove 80%of the post-development site's average annual load of Total Suspended Solids (TSS). The BMPs selected for this project include(list BMPs with TSS removal rates): T44L11AJ,1 Z0i�`e /l y /e.% ZSa (11196) Standard #S: Higher potential pollutant loads (See plan 5' ) The project sit Des does not (circle one)contain Land Uses with Higher Potential Pollutant Loads. l� If site contains such land uses, describe: �•�P� /�/ - If applicable, BMPs selected for controlling stormwater in these areas are designed to prevent infiltration of ,) untreated stormwater and include: ".' -ot t-"'f1)4-. Standard #6: Protection of critical areas (See plan luk ❑ The project site does does no (circle one)contain critical areas with sensitive resources. If site contains critical areas, describe: ❑ If applicable, BMPs selected for stormwater discharges in these areas include: Standard #7: Redevelopment projects (See plan N 1,4) ❑ The proposed activity is/' not ircle one)a rede�elopme^t project. Note: Components of redevelopment projects which plan to develop previousl}• undeveloped sites do not fall under the scope of Standard 7. ❑ If the project is a redevelopment project. the following stcrmw•ater management standards have been met: ❑ The standards which have not been met include: ❑ The proposed project will reduce the annual pollutant loac on the site with new or expanded stormwater controls. St- dard #S: Erosion/sediment control (See plan fig /D�yS p� Erosion and sediment controls are incorporated into the p:ojeCt design to prevent erosion, control sediment movement. and stabilize exposed soils. Standard #9: Operation/maintenance plan (See plan 1VA1Y-1l,¢r_1!/t:77 L� An operation and maintenance plan for both construction and post-development stormwater controls has been developed. The plan includes BMF owner(s):parties responsible for operation and maintenance; schedule for inspection and maintenance; routine and non-routine maintenance tasks; and provision for appropriate access and maintenance easements surrounding control(s) an,:extending to public right-of-tray. ———————————————————————— I attest under the penalties of perjury that I have personally examined and am familiar with the information contained in this submittal,including any and all documents, accompanying this certification statement; and that I %cN OF �qq , am fully authorized to make this attestation on behalf of the project FRANK�. c%`• applicant. o MONTEl 0 CIYIL t No.36341 r CL 1u 0,A.) f� ��{8 �� Print Name Date S p/ tgnature) • 13$ AN rtcv�r��,i tvt�v A/ MHF Design COnsulf®nfs, Inc. CALC. BY: CHECKED BY: DATE: SHEET No. OF - 1 : ` . , -- - - -------- - - .......... ... ... _ ... _ -- - Y_�7 ". ..'.._. ...._. - - - - - l�° _...___.... ._ - - -- fir ._ ` ' ............. _._.:.............. _ _ .. . - _...... __ .............. .. - - - - : __ _..:... .. � �. � --- - - - - ML-7vl now mm wmmm� PROJECT N A-ME: WON= MHF Design Consultants, Inc. CALC. 13y. ATE: OL—CHECKED By:-- D SH=EET N .......... ................. ................................. ...... ......... .......... . ............... ....... ......... _Q.................. ........... ....... .... ........ .............. .... ........ .................... . .................. . ..................... 6;4k;w bo .................. ......... ............. . ................ ------ ....... ........------- ............... ...................... . ............................. • . . . ............................. ... .......I......... ... ............. .................... ............... .............. ................. 77. t7k-t .................. ........... ................................................ ..... ......... -j...... ................... . . . .......... ------ . .......... ................................. ........... s. /Ar Ir .... ......... ................... ........................................................ . ..........I.......... ............. e............... .......................... ........... ............. 7 ........... .................. . . ......./ . .................................. ........ ........ .................. ... ........ ......... ........ ... .................................... -Ii��/. ............ . . .......... ............. I Aj ................... ........................ ................. .......... .................. ... . . . ......... Ile . ......... *......... ................. --------..... ..... ....... ................. ------- ......... ................. ............. . .................... .......... . ........r .... .................. ................ ...... .................. .. ........ ....... ... ............ ................................ ................ L ............. .: ;. :.......... .......................... ....... ................ ................ .... ........ ......................... ............. ............ ................ ............ ................ ............... ............... ... .... ........................ ................. .......... ....... ... ....... .................. . . ................ ......... ........... ................. ................ .. ........................ .................. ................ .......... ......................... ................. ............................. .............................. mmonwr A MEMO mummommmumm�00 MMEW As mmw : PROJECT NAME: OF Design Consultants, Inc. CALC. BYAW-CHECKED B DATE: SHEET No. OF -77--T -77 20 4 -Av I ............. .................*................ 5............ .............. . . . . I I ......... ................... I I . j ....... .............r .. ................... . ........ .................. T-0 ........... ......... .... . ... ........ ......... .......... ...... ................ . ............... . .................. and A? ........ i ! -Y' .............. . ..... .. . ........... ... ..................L ................ . .......... I I . .......... --—------------- ...... .................. A A T j.......... rt! ! .. ............. -VA ................ .................... ....................... ..... ...... ............ ... . .......... ... .............. ............................... ........... [j--............... ....... -TA ............... �—T ........... ...................................... .......... -T-11 --i _- - --------- ...... ............................ -T- .......... ... . ... .......... -------------771 1 ............. 1 . ..1951 x i ......... ...... a .6 ......... I . .. .................. V ................ ....................... . . .......... 1-1-10 ............. ... .................. �... ..__ ............................. ......... ...................... ......... -------- ........... ......... . ........ ....... ............. .......... --------- ... C, A, 14 4' ...... ........... ....... ............. r ................... ....... ............................... .. ............ ---------------- .. ........WK.- 441— Zoe) ............------ ........... . ......... le I ........ ........ ........ ................. w a0 ° 4 ¢ o b q o �� U > I .3 Y O . •••••• •1 -+ ivtaiia�4ciiIc�It Dtc1(IUdrQS TSS Removal Rates (adapted from Schueler, 1996 &EPA,1993) BMP List Design Rate Range of Average Brief Design Requirements TSS Removal Rates Extended Detention Pond ( 70% I 60-80% I Sediment forebay Wet Pond(a) I 70% 60-80% I Sediment forebay. Constructed Wetland(b) I 80% 65-80 1,o Designed to infiltrate or retain. Water Quality Swale 70% I 60-80% I Designed to infiltrate or retain. Infiltration Trench I 80% ( 75-80 0,'o I Pretreatment critical. Infiltration Basin 80% 75-80,o Pretreatment critical. (predicted) Dry Well 80% I 80%(predicted) I Rooftop runoff (uncontaminated only) Sand Filter(c) ( 80% I 80 0'0 ( P-=earmenu Organic Filter(d) I 80% 80% Pretreatment. Water Quality Inlet 25 0a I5-35%w/ I OF-line only;0.1"minimum Water cleanout Quality Volume(WQV)storage Sediment Trap(Forebay) 25°b 25%w/cleanout Storm flows for 2 year event must not cause erosion:0.1" minimum WQV storage Drainage Channel I 25;'0 25 0.'o ( Check dams:non-erosive for 2 yr. Deep Sumo and Hooded Catch I 25% I 25%w/cleanout I Deep sump seneral rule=4 x pipe Basin diameter or 4.0'for pipes 13" or less. Street Sweeping I 10 0'0 I 10% I Discretionary non-structural credit.must be part of approved plan. Notes: (a) Includes wet extended detention ponds, wet ponds, multiple pond designs. (b) Includes shallow marsh,extended detention wetlands, pocket wetland, and pond/wedand designs. (c) Includes surface, underground, pocket, and perimeter designs. (d) Includes compost, peat/sand, and bio/filtration designs. Land Uses with HiL7her Potential Pollutant Loads.(Standard 5) Residential, office, and institutional development and roads normally will not yield high potential pollutant loads. However, certain land uses gener- ate higher concentrations of pollutants than found in typical runoff, based Stormwater Management (Volume One) 1-7 o ® PROJECT NAME: r won= .� MWF Design C®nsuifanfs, Inc. CALC. BY- ±�4--CHECKED BY: DATE: 0 14 SHEET No. OF f� .......... _ _.. _ ... __ ... ... _. ........_ ..._ ... .................. _ _ — ... _ __ ... .. y t .. _ ... .. ... _ _. ... --- �.. law ___._._.._ ... .__ _ _ . __... _ -•- _ _ -- __. —: 1- ? PROJECT NAME: MHF Design Consultants, Inc. CALC. BY: 00-- CHECKED BY; DATE:_j SHEET No. OF'�� J . ............ ................. ----—-------- j. -4... ........ ...... ... .............. .............V.- ........... . ............................... .................... ........ ........................... .............. . ................ ........ ....... ...... .................. .............................. ................. ............ ............. ........... .............................. ........ ........ ....... ------ ......... ..... ........ ........ ........... ........ ........ ....................... ...........--- ...... .................. ......................... ....... ....... ................ .......... ......... ............. ....... ........ ......... ............... ................. ........ . . ........... ....... .............. ....... ............. ........ ....... ............. . . ........ ....... .... .......... .. ........ .......... ........... ............ ....... ....... .................. ....... ................ ................. ........ ... APPENDIX A PRE DEVELOPMENT CONDITIONS 2, 10, 100 YEAR DESIGN STORM w rn rn rn 0 V cl cU CY L 0 L LL 0 LL N� N V/ N U ai LL U aCOi m O D d W CL m w c LO U U n L u r 6 N N ~ Z CL IL IL p 0LQ (D � a O'C Z v` D 0 y =,o m (r w 00 IL (L O 0) r r I 7 , O ENV 1 O LL O E m > i 3� C 5, I N L LL C p LL 7 >, N N N Q L. CL d V E chi � N N N O O O LL cli d y C j- Z i M E > S _ w S N L w 0- y m o o (. c c S `al CL al � ::3 Z o w= a� O 0 U U aNi d _ CO uI m Ao =Z N M CL u a N N N _Z °-0 a I- O CL (z9 � a m oc Z ` v 0 0 ="aa w � w co a a o G) r i 07 i E d CO 0 ,,- O X O 2 � r N c E O m a�i I d 3y 0a C 9, N S O �+ O O O Q a� U o v (0 Vr v N =°- O O O U- r) CA O Z ■ d >c s . vow ar=� ro O CL CL L 0 � L CL ` 'c cn U) N LO ■ o U) � f ,� >1 z r m a N N Z Z M.0 d F- O L°L a (9 0 a °' z = O W OD 0) r 1 r 1 d_ O R O X O 7 O m m f t ccoo �E 0 3� a C 5' N t LL 0 �o � 8 S 8 Li ` Q CL �' U E U cq �o o d CQ LL C 0 L Em C G i C •- `- ._ _ I,YC3N _ ate► O a' � co of co U' � a w CL 2 o o L a td& z o a LO o =Z N a APPENDIX B POST DEVELOPMENT CONDITIONS WITH DETENTION 2, 10, 100 YEAR DESIGN STORM 00 rn r i r C� O Cl) O L LL LL D L.L U ai LL 0 cu U O a) � z3 O O Q O r N .O U U a `* a) °—' U. J . .o 0 r rn m a co w O a a ¢ O.= U O O cn 0 I. a M 'o a y m m m Y Y¢ w > v m m m ¢ uJ -j 00 = a con vi w a o- z i 4 0 d 0 E 0 LO C Ec o x > � t0 y N N 3 w ch 0'a N LO L .�. N N N N N N W c v U E `c= > L w c O .9 E _. Q. � > C E *9 3:7 E a=.: o q ti " q q N In O - - - CL ry O O O d c c c L N aE w� � c Z LO o m a) -0 a) LO Ln cn cn N E N U U) Of U O L �O Ir =Z N M rt In (O a ( � \ \ } o IL < k \ \ >\ § \ / / < \ £) § § § ± \ m . = n @ _ IL / O 3 � 9 . m O m / � E � ± � § 2 §\E ; % . % i G i ± /w> '' - R/ n { m $ © .L . q e= :g e 2 / 2 § 9 2 4 Mk� � U C� « U ( / § \ 2 7 \ k k \ s o o d o o o 4- LL D / W/ / � __ � -M�. - - - - - - � �ƒ£ � ))/ 7 % � O � \ 0 0 R \ 2 ) \ /\ \ \ k 0 k LO /} m n # 0 0 CL I W O fY 0 LL Q CL 0 f° O O (n >)Q J J Q O•� m 't U.) LL LL U U U Y Y a ai 00 m m ¢ Q W =,o ai ai u=i m a ? � O r r 4 O E 6 v_ Ems { (0 O `2 v M NZ) L.L =.O X j� i N w 0 OD �m ` 3 N (o o— U- 8 8 8 8 8 8 a d U ry 0) N (N N O O O O H- C'4 ('t E a'E Ems= j-c w n° N n? r` uQ (n cd — n) (u ui LO Ur fY 0 Q o o a O i d C 7 7 O C O r Q'� K CD Cn CD Cn N E m LO O MATCH IJNE � Comm ks-0� l ► �� ! ld !� I ► ' t p, ► IS.I� SITE 1l.I 1 k ,t4 ;6 NOTES: �� \ �� �f •c ► , +t 1 NOTES.SEE SHEET NO.5 2.FOR "A"a EROSION CONTROL.NOTES AND DETA&S ' ! SEE SHEET NO. 12 1 3 ALL DRNNA9A t+IPE FOR THE ON-%M DRAINAGE SHALL BE PIPW MO�UE DES*NATED AS DOUBLE WALLED 4. VEl FROM G1ATE 1f�NCWERE PECFO E f - FUR THE Pt1RTrOSES OF DEIFR►wND A A SEP r } Rarer-Hats RATE FUR THE SgtS PNS•NT WTE G A A SFPJFtkTE rei.�raii REPURf 9T GSI FOR THE SQLS TE5T11G WAS PROVIDED I rwrut TO THE lO9M OF NORTH ANDOVER. !3.TT•'.3T PITS 1 2 3 14ETtE EXCA VATED ON 511E F!f t k YW DESIGN CONSULTANTS.HC M +�'1 �� ► r ' � } 1 sa-ao�0r OCTOBER IN& SEE SHEET ND 12 FOR TESF PtI I:DOS. f j . .i *� . « ,.SUBC#4 a \1 14 �� 0.15 Ac. 1 -5.0 MIN. \\ l .= I rEarrTErr STREAM Sa anm�a r olnaew l �` �slw r?�1YaW C=.98 .N,FiDI.1. =5.0 MIN. SUBC#7 "" r"'o" '"o"AIfr A=0.08 Ac. , C=.98 ""�"'•,�' »� ?� tc=5.0 MIN. SUBC#1 �m,-a5j1 A=0.15 Ac. s¢arw.sr�r rs SUBC#5 C=.98 I A=0.26 Ac. tc=5.0 MIN. C=.98 SUBC#6 - tc=5.0 MIN. A=0.14 Ac. SUBC#3 C=.98 —p,37 Ac. tc=5.0 MINA' C=.98 GRAPHIC SCALE TRU: A >o p c=5.0 MIN. I BY DATE A0'6 ESCRFFION 31- T� REVbIGNS y 1 ' SUBlCATCHM W NAP O HON,NI 10111■ `a atNY ICI[ � 4. ■ mtla @am am a avM know Al. ♦ N■O■e a.■10■D ■.a1 al,att :o+ — — —v 1 ca DOWN XAP 4Q LOTS 86 d 4d • ■al IfOli/OY■ L 1■aI■1■YI■wJ< 2dv" 9 •~� '+y: C} ROAD — PsISO lOAQ t■Q o aOCN w1l �. NORTH ANDOVER.W. COAU am l6l0111.■ —•— ,IOU UC �_ ;--_ SCOTT CO 1 CTI�ON CO., INC. mm=w*w Lm wmwm lb■w tX ncIt0NY1 tYNE7tMLL,01M u5ElT5 9 Ter rr —a— w Is tT�■Y.1x r.rw o I■NNAwI ttar 1N110apD taaln■u■ `�a--- `r �, saO10.�1�M Ges-om Oda» r.--ry-� tnsu■ �_— uo■wow m■1e ,' a•c;.`n:a.w+, s— ..^./ am OW■awtw us"UN � MHF DOSt n C1 uHcnts Im OIONf�•FlAI■rDlf•tURY[TOIO>< omm,110= sw® nV.wows ®--. pm mw Draw n1w,O,Paz � %„�§ SCALE 1' 30 DATE JUNE 1P, 1996 SHEET N0. —o— PW OON■ta ROOM §•y DIAC ILSB 4END6 E7GiBIT'C APPENDIX C DETENTION POND DESIGN 2, 10, 100 YEAR DESIGN STORM d as a� a ^ o C) 0O, ton. 0 V O O co r N 0a00a000 a00O1- NNMN Z t1 4- O O O O O O O O O O O r N M d: LO (O N � 0 0 0 0 0 0 0 0 0 C7 0 0 0 0 0 0 0 m O O O LO O U y a 0 0 0 m N O O O to O O II II II II II II > •� V I I I I I i I I I I I I I 1 1 1 i v ` W O X � w W � � U W U my 00000000000000000 U ^ O O M 0 00 0 0 0 W 0 V O o 0 0 0 0 0 o Z Q � OOOrNNMd' 1n1100O1� NN MN � � OOOOOOOOOOOrNM `ct ln (p fir.. 0OOOOOOOOOOOOOO 00 U 0 0 m0 ": o 0 o O 0 rn o LO (o O u O 00 r r N O O Z c $ Mtn (OOOOrMtnf'- 00OOOOOOO % O .••• 00000000 (n0) 0� 0� 0 O(3 rNM "l: tn (O o Q� ; $ 0 0 0 0 0 0 00 0 0 O O O O O O O O O O O O O O O 0) (A .}� � � y rrrrrrt- rrrrrrrr rr L L co (0 W O^ �••� ^ 0 0 0 0 0 c L)ii Q p 0 o to r (0 I N i �"� (0 (0 r r N 0 0 i Z N If u If n u u u n n 0 O tm� �L m L 3 Od 00N O co OD M O L C (1 OItd' OIO �YOIorInrM (000. 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(n U)(OI` 00000rrrrrrrrrNN Z O FW m 0Nd (0000C\jNtw 0N 'I (DooON +r +� r� 0 (n NNNNC 6 vi0C�iMd PEAK OUTFLOW HYDROGRAPHS DETENTION SYSTEM 2 YEAR DESIGN STORM H p U \ M M o rl I N x 0 N r{ E-1 O :> 7 N `n N a I Q0 i-n 'T M N 1-i 00 a PEAK OUTFLOW HYDROGRAPHS DETENTION SYSTEM 10 YEAR DESIGN STORM i W H 44 Ln � I .-I N O N I o x a� I O .ri 0 Ln a I O O co lfl N O PEAK OUTFLOW HYDROGRAPHS DETENTION SYSTEM 100 YEAR DESIGN STORM 4 H O N d* N i —�N II CD N i i H � p O q � H ,i 0 F Ln N W N � a , o Ln o Ln o a r °1 OOO al L d ^ 0 0 0 LO 0 t0 y OOrMd wont-- r (DNNI-- , 0 1-- V O O M r Z V 4- O O O O O O r r r N N d. (01� . N O O o 0 o 0 0 0 O O o 0 0 0 0 0 o 0 r-.9 O O O 0 0 0 (n O U y L. O m N L!) O O Q O O O In O p y (0 r N r Z O O II it II it it II C O Q N 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 y, Ly.. 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I me 0 O o O [� Ln N O [� 03 00 0� co 00 OD 41 rI rI rl4-) rI rl rI i ,-� Ln N l0 � m r-i i � CD I 0 LO i CD a 0 O Ln rI Q0 N I N co 00 co OD co 00 ED -t lz� ,-a r--i ,---i -- a 4 rn 44 Ln OD 41 r Ol I N I ' O �c x � Q. i I , Q) , o r4 � I � H Ln o , � N � o 1� Ln Ln Ln N co co co CO � � 4 Q) M Ln CIO 00 N 2 o N W n Ln o Ln o SCD Ln l9 N l� i [-� l9 L� OZ) w OZ) co w 00 tq ca a i Ln (N CD � � 2 W i U-) N I � s E 0 0 Ln 9. ° 0 ° Ln r-I Q0 N N co oo 00 co 00 m ko APPENDIX D SCS DATA/RAINFALL MAPS 2, 10, 100 YEAR DESIGN STORM F' E Rat ---- --- -- - - -- AX. Mv ZID, mR7 vi- 77. yt,, -;�ZA Yz Z.v..1 M t ti g 4„ Tx Rminiw��ea !?'pq&.;;i -2rtJZW7�1'.U4� ys -Ta�itn,X-1 , 3''Vt 5. Ri tw,ANVE! -g�� Mr, -K�.7TM�r1�}+ '- Lr .P",1_ �y'��' sY �f1 �i d.�� �n� _ 'f� /�"�1 ,�3�'-t �`- �ta�S:�' 'i ty3F.!, ���4't�'yt��Y r '�vAjz� ESSEX COUNTY, MASSACHUSETTS (Joins sheet 23) �PP FE P, SLttto 11r Pa8 p C- on S 1•, l'icy : •�" _ � s PbD PaD APc y z cP28; 4 PaD u, Ur; s}iy)pit i ti r y ! z Pa6 PaC � �° rJ r,a, k� 5; Osgood water Pond f' \ CmB ( P B RdA ,pt li wailer PaB' 4yh PaBSe Y o8 ' z PaB UD ( All' WsBY s L d� 7 _ 'N TH a E 7 s a Pa6 PbD4 SWtC �P�bg r k �` Y ANDOVER r { Y 4 1c xs77rer PbC� t S ly -PaB PaD y t Wh 9.t F I � ti�Sj � .. :�s •4 z j�•,5� `O `tK��it t i�, t4�, , Wr6 ; _ w d���sb 6� + ry W.D F56 PaC O� Sguens f�' � ' i .. t UD PbD � r, Pond g has ',g e ' c o, y � -�. ' f•� i r� K-z�z.c c s-Y?'- s r= �� MmC rF -�`.�t ✓t t i a. PbD w4 MmD � o Pa8 StB %L Ur.. QUO Yy C c ts'���^,.�sh' Vh `,� m Q �� :.�.�; .Ste•. CrD� Y r DO RdA r StB C; ! Cc ?h r Ln f s' 1- J°— Wr8 ca _ Cm6� - r $e `'CoC WSB Paa�B\ sa3 WrA r �C @ iStB g. MmD Crr6 � :� ,: .• _�q fi ti � WrA � q G3� StA.` E1 F� , ���s ( JC" RIB Wr6 r y �. Sib P d ' �i L C,� 0 U RA aC :,�.::. Up E CmB Q �@ ;.5 Uti Wg 9 w56 ,', �, - , .coo — . 06@ ) O c' UD'. RdA ' r a PaD cwt �(, f e b s Pa Wr6 B i€ f , t+ �• 5 �`� i zr �l �B'� StA 'WrC .'� s v � . ,r , •, y ter, ,.� a, ���../ -� �� Q WrB v 'J p�aCj f WrGr 21,, N Y) \ ° 133 � � 7 ¢ m t�{Y!°tl'.'' - � � ', � F y. �3 s; +ZJ `r\(\� ( � 1 ` -2r=• v f, .j�` ,'C- ash Sub 133 t3xWrAl w>' Ya a °O: q 7?s t3a dim; r 1 �" i •_ ;. o -' _.�` '' `"r �::. •�.a t s ShB '—� Ra ,., Pa6 r7 PaB � UD G�`�. J , ` :s+ � ➢ � ., rob�j,l+hC PbDB 3gC r� � 4.`� - Sub.'=?!`.0 (rte:. n Y �L RdA` i WsB WrA !y r f I it rsggr RIB �:. � •a y �C, 1 � ��� I RdA 125 ..Wg P w P R. ShC She t� RdA O•.._, .. �a '_.PbC''� 1 � <:.•- r -Shg _ R1B y• .•� RIB S� I70G Goo F__" (Joins sheet 36) ShB DEPARTMENT OF AGRICULTURE CONSERVATION SERVICE ESSEX COUNTY, MASSACHUSETTS. SOIL LEGEND The publication symbol consists of letters.The first letter,alw. of the soil name.The second letter is a capital if the mapping it is a small letter.The third letter,always a capital A,B,C,D, symbols without a slope letter are those of nearly level soils,h: have considerable range of slope but have similar use mterpr SYMBOL NAME SYMBOL NAME AgA Agawam fine sandy loam,0 to 3 percent slopes IW Ipswich and Westbrook mucky peats AgEl Agawam fide sandy loam,3 to 8 percent slopes AgC Agawam fine sandy loam,8 to 15 percent slopes LeA Leicester fine sandy loam,0 to 3 percen: AmA Amostow n fine sandy loam,0 to 3 percent slopes Le8 Leicester fine sandy loam,3 to S percen; AmB Amostown fine sandy loam,3 to 8 percent slopes Lr Limerick and Rumney soils Ba Beaches Ma Maybid silt loam BeA Belgrade very fine sandy loam,0 to 3 percent slopes MC Medisaprists,deep BeB Belgrade very fine sandy loam.3 to 8 percent slopes MD Medisaprists,shallow BeC Belgrade very fine sandy loam,8 to 15 percent slopes MeB Melrose fine sandy loam,3 to 8 percents. Br Birdsall silt loam MmA Merrimac fine sandy loam,0 to 3 percem BuA Buxton silt loam,0 to 3 percent slopes MmB Merrimac fine sandy loam,3 to 8 percem. BuB Buxton silt loam,3 to 8 percent slopes MmC Merrimac fine sandy loam,8 to 15 perce� BuC Buxton silt loam,8 to 15 percent slopes MmD Merrimac fine sandy loam,15 to 25 perc BxB Buxton-Rock outcrop complex,3 to 8 percent slopes MOB Montauk fine sandy loam,3 to 8 percent_ BxC Buxton-Rock outcrop complex,8 to 15 percent slopes MOC Montauk fine sandy loam,8 to 15 percer. MOD Montauk-line sandy loam,15 to 25 perce CaA Canton fine sandy loam,0 to 3 percent slopes MSB Montauk very stony fine sandy loam,3 to '.. CaB Canton fine sandy loam,3 to 8 percent slopes MsC Montauk very stony fine sandy loam,8 to CaC Canton fine sandy loam,8 to 15 percent slopes MsD Montauk very stony fine sandy loam,15 CaD Canton fine sandy loam,15 to 25 percent slopes MxC Montauk extremely stony fine sandy loan. CbB Canton very stony fine sandy loam,3 to 8 percent slopes CbC Canton very stony fine sandy loam,8 to 15 percent slopes NnA Ninigret fine sandy loam,0 to 3 percent CbD Canton very stony fine sandy loam,15 to 25 percent slopes Nn8 Ninigret fine sandy loam,3 to 8 percent' CCB Canton extremely stony fine sandy loam,3 to 8 percent slopes CcC Canton extremely stony fine sandy loam,8 to 15 percent slopes Pa6 Paxton fine sandy loam,3 to 8 percent h CcD Canton extremely stony fine sandy loam,15 to 25 percent slopes PaC Paxton fine sandy loam,8 to 15 percent t CDE Canton and Charlton extremely stony fine sandy loamy,steep Pao Paxton fine sandy foam,15 to 25 percen; CeA Carver loamy coarse sand,0 to 3 percent slopes Pb6 Paxton very stony fine sandy loam,3 to E CeB Carver loamy coarse sand,3 to 8 percent slopes PbC Paxton very stony fine sandy loam,8 to 1: Cm B Charlton fine sandy loam,3 to 8 percent slopes PcC Paxton very stony fine sandy loam,Paxton extremely stony fine sandy loam, P CmC Charlton fine sandy loam,8 to 15 percent slopes Poo . Paxton extremely stony fine sandy loam, Cm D Charlton fine sandy loam,15 to 25 percent slopes COB Charlton very stony fine sandy loam,3 to 8 percent slopes P Pe Pi Paxton extremely stony tine sandy loam.' CoC Charlton very stony fine sandy loam,8 to 15 percent slopes CoD Charlton very stony fine sandy loam,15 to 25 percent slopes Pg Pitts,s. loamy sand gravel a ra CrB Charlton-Rock outcrop-Hollis complex,3 to 8 percent slopes CrC Chariton-Rock outcrop-Hollis complex,8 to 15 percent slopes Qu Quarries CrD Chariton-Rock outcrop-Hollis complex,15 to 25 percent slopes Ra Raynham silt loam De Deerfield loamy fine sand RdA Ridgebury fine sandy loam,0 to 3 perce: ROB Ridgebury fine sandy loam,3 to 8 percer Du Dumps R1A Ridgebury and Leicester extremely ston; EIA Elmwood fine sandy loam,0 to 3 percent slopes R18 Ridgebury and Leicester extremely stor. E1B Elmwood fine sandy loam,3 to 8 percent slopes RnC Rock outcrop-Buxton complex,3 to 15 p:: RnD Rock outcrop-Buxton complex,15 to 25 c Ha Hadley very fine sandy loam RoC Rock outcrop-Charlton-H011is complex,3 HfA Hinckley loamy sand,0 to 3 percent slopes ROD Rock outcrop-Chariton-Hollis complex,l` HfB Hinckley loamy sand,3 to 8 percent slopes Rx Rock outcrop-Hollis complex HfC Hinckley loamy sand,8 to 15 percentslopes HfD Hinckley loamy sand,15 to 25 percent slopes HWE Hinckley and Windsor loamy sands,steep MASSACHUSETTS AGRICULTURAL EXPERIMENT STATION SETTS, NORTHERN PARTr }. END ` ,t letter.always a capital,is the initial letter _ e mapping unit is broadly defined:otherwise, I A,B,C.D,or E, indicates the slope. Most evel soils,however,some are for units that _ use interpretations. SYMBOL NAME kypeats Sa Saco Variant silt loam ScA Scantic silt loam,0 to 3 percent slopes to 3 percent slopes SCB Scantic silt loam,3 to 8 percent slopes to 8 percent slopes Se Scarboro muck fine sandy loam SgEf Scituate fine sandy loam,3 to 8 percent slopes Sgc Scituate fine sandy loam,8 to 15 percent slopes Sh8 Scituate very stony fine sandy loam,3 to 8 percent slopes ShC Scituate very stony fine sandy loam,8 to 15 percent slopes SrA Sudbury fine sandy loam,0 to 3 percent slopes o 8 percent slopes SrB Sudbury fine sandy loam,3 to 8 percent slopes )to 3 percent Gfopes SsB Suffield silt loam,3 to 8 percent slopes 3 to 8 percent slopes Ssc Suffield silt loam,8 to 15 percent slopes 3 to 15 percent slopes StA Sutton fine sandy loam,0 to 3 percent slopes - L5 to 25 percent slopes StB Sutton fine sandy loam,3 to 8 percent slopes to 8 percent slopes StC Sutton fine sandy loam,8 to 15 percent slopes to 15 percent slopes SUB Sutton very stony fine sandy loam,3 to 8 percent slopes 5 to 25 percent slopes Suc Sutton very stony fine sandy loam,8 to 15 percent slopes idy loam.3 to 8 percent slopes SwA Swanton fine sandy loam,0 to 3 percent slopes idy loam,8 to 15 percent slopes SwB Swanton fine sandy loam,3 to 8 percent slopes idy loam,15 to 25 percent slopes ie sandy loam,5 to 20 percent slopes UAC Udipsamments,rolling UD Udorthents,smoothed to 3 percent slopes UnA Unadilla very fine sandy loam,0 to 3 percent slopes to 8 percent slopes UnB Unadilla very fine sandy loam,3 to 8 percent slopes UnC Unadilla very fine sandy loam,8 to 15 percent slopes 0 8 percent slopes Ur Urban land 0 15 oercent slopes to 25 percent slopes WaA Walpole fine sandy loam,0 to 3 percent slopes ly loam.3 to 8 percent slopes Wa8 Walpole fine sandy loam.3 to 8 percent slopes ly loam,8 to 15 percent slopes Wb Walpole Variant fine sandy loam ly loam,15 to 25 percent slopes WeA Wareham loamy sand.0 to 3 percent slopes WeB Wareham loamy sand,3 to 8 percent slopes sandy loam,8 to 15 percent slopes Wt Whately Variant fine sandy loam sandy loam,15 to 25 percent slopes sandy loam,25 to 45 percent slopes Wg Whitman loam Wh Whitman extremely stony loam WnA Windsor loamy sand.0 to 3 percent slopes WnB Windsor loamy sand,3 to 8 percent slopes Wnc Windsor loamy sand,8 to 15 percentslopes WnD Windsor loamy sand,15 to 25 percent slopes Woc Windsor-Rock outcrop complex,3 to 15 percent slopes 0 to 3 percent slopes WoD Windsor-Rock outcrop complex,15 to 25 percent slopes 3 to 8 percent slopes WP Winooski very fine sandy loam ctremely stony fine sandy foams,0 to 3 percent slopes WrA Woodbridge fine sandy loam,0 to 3 percent slopes xtremely stony fine sandy loamy,3 to 8 percent slopes WrB Woodbridge fine sandy loam,3 to 8 percent slopes flex,3 to 15 percent slopes WrC Woodbridge fine sandy loam,8 to 15 percent slopes ilex,15 to 25 percent slopes WeB Woodbridge very stony fine sandy loam,0 to 8 percent slopes His complex,3 to 15 percent slopes - Wsc Woodbridge very stony fine sandy loam,8 to 15 percent slopes His complex,15 to 35 percent slopes WsD Woodbridge very stony fine sandy loam,15 to 25 percent slopes WIB Woodbridge extremely stony fine sandy loam,3 to 8 percent slopes ex WtC Woodbridge extremely stony fine sandy loam,8 to 15 percent slopes i a . a 0 NO cco co P P P ao P P P P co co�co P m UGp MM pp., (p � 7 � C� V hv.f�a] P OWPW0WP 0P P WWC1z� P EO vO.t PcaNPN �N W W P t0. �C dJ m 'J {1ST ccpp V 1^. t� Q > < Mv•0 P co Pn�MW �W ^ •O Ln to Ln'r aJ [ u v a N C U O u ' C v E U a+ L O u L L 1 m N L N L 0 W 8.0 a L 0 L 7 In N V1 CO O V1 O N C N.L O) O a7h •O MMNN.- T3 Ca+ 61 'U v < C o m L L U v v L L OI✓ O • m Q L Q C�u�- U v m v m N W• a+ L v L 7P m�,g Q) L a+ FCJ a L 0 Q!••- 7 lq > O 3 a W v`0 o > >� N q ~ V O N O m QKJ m :1Aj+ O 4, q W U N U >•Q 7 U C. L O L a+ ._• W .N L N S O a a+ O N O a+ O v N Q U 0 V) lu vim O 'IIL a L)n O O N N C L. Q v a v t' O a+ 7 f�in to A L v ++ 4 C L >.L a+ F U v O m v L 401 _ rn U C C C 3 3 ..- N ++ cl a m� N U v O O O v v N v v L N= L - 0: > 4- N • v 01 -0 7 pa N QQE. M fn O v O v v v L E N ` L > > v O E O O W r O)> > > 'u L m O L X > "'..JJJ U U N ° O fA 0 0 0 O v O p L L < U U U N L m y r >.O a+ Y- L L W N v Q L C y Y+ - LLJ 0 L < 6. Y1 N N O -O U tl! N m M +- 4) > U O t9 m q q O N v N .0 V L C C.) S G.L L L L o v N W < V 4 v .+ w++Ir < `QI Of 07 ' 'O C N W v L N •- C 1"'I w S Uu ++ N •O' q�11 S Of C C {A ..� yCV N•��[ U L H < y 14 L P. 0 0 0 0 O'D 7 a iJ L C v 01 S v (� v d>1 Oaa— O H >.. in m U o 4+ 3 N 61 v v t L to O q e0 u (n a+ w �i+a+:. o N O•- ++ LLL m a 7 U II t u Q J C 2 41 U U U K m >v q ' ' C v 4�L O 0 0 0 3 N O a v.r M N m m L7 -W 0.,' V L m Q Rti U U U L a a Q v + OI\\\ S m uj CA 41 m W J d N U C O 2 r N M U 0 6-19 ' C . 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By: A—e C D BY: DATE: '4114J97 1.3) SHEET No. _ _OF ... _._ _ _. _. - ............ /A . . --`% ✓d_ �1.. ry.._.._.'fir . � jV ........... _J --°:..___E........__...._ L..._...... .... . ........... ... _ _.— _ .—..—............. . ... _. _... �....... .......... — — — ... /._ �.'�/ 7`. ..d f-_.......'......_........ ........_....._.`. ... -'- - - --- - --- ._ ... .......J. ..1.. ..... --- - '-- '7 __ _. �L) _ ... _ _ ... _ _.. _ c 6+-•? + r�'`Y 'YFy 's /t,47 '�1..���'. C�i� •_ _ 'c�' C::.._._.. .f�l.. r-=:•..__..2.._.... _�y/ , p,z � .. l'P 7, _ .. ._� _ ... _... ----- .. ............_.... _.__ .. vMMV �A M� 11C u J�u I iN 1v Amma mmm OF Design Consultants, Inc. CALC. BY: 4,';' CHECKED BY: '---DATE: SHEET No. _2,_OF 7-T7 ko.... .76 M, t - -------------------------- .............. ..................I ............... .... ....... : C ... ..... i ..... ............... ....... ..... .... ..... ......... . .......... .......................................... ...... .................................. ....... ...... ......... .............................. ......................... ........ ............ —i--—------— .................. ............ .......... __j........ —. — .c'f.. j-- .. ........................... ........ ... ......... ............ .. ......... ......... ....... ................. ........... ................ .............. ---. ............ ................ ................................... ........................... ---------- .......................... ................. ----------- . . . ........ ..........................:. .................. ....................... ...... ........... ... ................ .......... .......... ........... ................... ............ .......... ......... .................... ....... ......... ............. ....................... ............. ........... .............. ...... ............... .............. .................... .......... ................ .......... ................ ................... . . . ............ ......... .. ......... I. ......... ............. ..........V.— .......... .......... L....... ......... TIME OF CONCENTRATION (TC) OR TRAVEL TIME (Tt) WORKSHEET 6®2 Project 1UrAMJ 41- By /` Date / r Location ..--7?tf9e) Checked Date Circle one: resent Developed Circle one: Tc Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to T. only) Segment ID 1. Surface description (Table 6-6) --- y ------------- f'ew 40" 2. Manning's roughness coeff., n (Table 6-6) ------ d�� 3. Flow length, L (total L -< 300 feet) ------------ ft /CV 4. Two-yr 24-hour rainfall, P2 -------------------- in 5. Land slope, s ---------------------------------- ft/ft p 0.007 (nL)0.8 �• Z 6. _ Tt P2 0.5-0.4 Compute Tt -------- -- hr D',ZS + Shallow concentrated flow Segment ID f 2 3 7. Surface description (paved or upaved) ---------- u,1A�J 1-14" 8. Flow length, L --------------------------------- ft /5-D �Z y 4 9 0 9. Watercourse slope, s 10. Average velocity, V (Figure 6-14) -------------- ft/s �, Lo L 11. Tt - 3600V Compute Tt ----------- hr /9• �� + p+,0 3 '�� O5� - Channel flow Segment ID 12. Cross sectional flow area, a ------------------- ft' 13. Wetted perimeter, pw --------------------------- ft a 14. Hydraulic radius, r = — Compute r ----------- ft 15. Channel slope, s ------Pw------------------------- ft/ft 16. Manning's gh coeff., n ------------------ 1.49 r�9 s�s�s 17. V = Compute V --------------- ft/s 18. Flow length, L 19. Tt = 3600 V Compute Tt -------------- hr + _ DD F 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ---------- hr �•3� 6-40' TIME OF CONCENTRATION (TC) OR TRAVEL TIME (Tt) WORKSHEET 6®2 Project /2- Y By , Date lI' A- Location_ . Checked ---L---- Date Circle one: Present Developed Circle one: Tt through subarea MOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to Tc only) Segment ID 1. Surface description (Table 6-6) ---------------- U 2. Manning's roughness coeff., n (Table 6-6) ------ � 3. Flow length, L (total L -< 300 feet) ------------ ft �j p 4. Two-yr 24-hour rainfall, P2 -------------------- in d7 p 5. Land slope, s ---------------------------------- ft/ft r 4 ZS 0.007 (nL) 8 6. --Tt = _ P 0.5 s0.4 Compute 7t ----------- hr U,/� + 2 - Shallow concentrated flow Segment ID 7. Surface description (paved or upaved) ---------- (IIrP 8. Flow length, L --------------------------------- ft � 9. Watercourse slope, s --------------------------- ft/ft -o Z 7 10. Average velocity, V (Figure 6-14) -------------- ft/s Z�(� L 11. Tt = 3600V Compute Tt ----------- hr - � Channel flow Segment ID 12. Cross sectional flow area, a ------------------- ft= 13. Wetted perimeter, p w --------------------------- ft a 14. Hydraulic radius, r = — Compute r ----------- ft Pw 15. Channel slope, s ------ ------------------------ ft/ft 16. Mannin 's MOMS coeff., n ------------------ - 1.49 r�9gs�s 17. V = Compute V ----------- ft/s s/ n - 18. Flow length, L --------------------------------- ft L 19. Tt = 3600 V Compute Tt -------------- hr + - Q - 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ---------- hr 6-40 - 5 TIME OF CONCENTRATION (TO OR TRAVEL TIME (Tt) WORKSHEET 6®2 Project /�• !X° r7�� / i'`-A By j Date Location ' , t :• t� / '� Checked Date Circle one: Present-.Developed 1 � , Circle one: (�Tc Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow. segments. Sheet Flow (Applicable to T only) Segment ID c gin I. Surface description (Table 6-6) ---------------- V 2. Manning's roughness coeff., n (Table 6-6) ------3. Flow length, L (total L S 300 feet) ------------ ft 4. Two-yr 24-hour rainfall, P2 -------------------- in 5. Land slope, s ---------------------------------- ft/ft 0.007 000.8 6. _ Tt P2 0 5— 4 Compute Tt ----------- hr Shallow concentrated flow Segment ID f /fj 3 7. Surface description (paved or upaved) ---------- B. Flow length, L --------------------------------- ft rj'�Q 9. Watercourse slope, s --------------------------- ft/ft � O/� �03z- ,o�¢ 10. Average velocity, V (Figure 6-14) -------------- ft/s 2,Z (� L 11. Tt Compute T 3600V t ___________ hr �,p� + p,D¢ 0_4l ,07 Channel flow Segment ID 7 f 12. Cross sectional flow area, a ___________________ ft= -" 13. Wetted perimeter, pw --------------------------- ft a 14. Hydraulic radius, r = — Compute r ----------- ft 15. Channel slope, s Pw 16. Manning's vyghy7p coeff., n ------------------ ILY 1.49 r s 17. V = Compute V --------------- ft/s-- n 18. Flow length, L --------------------------------- ft L 19. Tt 3600 V Compute Tt -------------- hr M _ 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) !, Ilk- 6-40 C s TIME OF CONCENTRATION (TC) OR TRAVEL TIME (Tt) WORKSHEET 6®2 Project—fir 8— �, 4,r— By--='� Date Location_. Zr ;? L LAG /yam MO Checked " Date Circle one: Presen eveloped Circle one: Tc Tt through subarea NOTES: space for as many as two segments r flow type ype can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to Tc only) Segment ID In 1. Surface description (Table 6-6) ---------------- ;, 2. Manning's roughness coeff., n (Table 6-6) ------ o 3. Flow length, L (total L <_ 300 feet) ------------ ft 4. Two-yr 24-hour rainfall, P2 -------------------- in 5. Land slope, s ------------------------ ft/ft 0.007 (nl)0.8 6.– T =t P2 0.5-0.4 Compute Tt -------- hr Shallow concentrated flow Segment ID / 7. Surface description (paved or upaved) �vA' ---------- S S 8. Flow length, L -------------------- �f ------------- ft 9. Watercourse slope, s ----------------------- ft/ft r O Z 7 UT i 10. Average velocity, V (Figure 6-14) -------------- ft/s L !p � 11. Tt _ 3600V Compute Tt ----------- hr r + U= , � Channel flow Segment ID 12. Cross sectional flow area, a ------------------- ft= 13. Wetted perimeter, pw --------------- a 4. Hydraulic radius, r = — Compute r ----------- ft - 15. Channel slope, s pw 16. Manning'- gh coeff, n ------------------ 1.49 r�9 s�/�s ' 17. v = [ Compute V --------------- ft/s [[ n 18. Flow length, L --------------------------------- ft L 19. Tt = Compute Tt -------------- 3600 V hr + �+ {' = L' 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ---------- hr iuEi )-3 NA.;�, `a 6-40 . 50 – .� 1 Fill V — .20 i 1 � � � . 10 – — 4- _ 0 .06 – N _ a� L .04 – 0 U 4-) 3 .02 – j � .01 – .005 – t 1 2 4 6 10 20 Average velocity, ft/sec Figure 3.1.—Average velocities for estimating travel time for shallow concentrated flow. •2 (210-VI-TR-55, Second Ed., June 1986) �4 �4 �4 �4 �4 >-i >-i >-I i i i o o o 0 N ISM I N Ln H O y lD H O H O 0 W O t� O Cn rN U V H O r N I A O H O O 00 di N O H APPENDIX F BMP DESIGN -OUTLET PROTECTION DESIGN -LEVEL SPREADER DESIGN -TREATMENT SWALE DESIGN - ROOF INFILTRATION DESIGN - CULVERT ANALYSIS - 12" INLET monow mm PROJECT No. A MOMW . mmm� m NNW A PROJECT NA-ME: woman Wr A�M OWN= AMMM-M-M OF Design Consultonfst Inc. CALC. By- CHECKED BY:'—DATE:-.*' Z 97 SHEET No. __4_0 F .......... .......... --—-----... .... . ---- ... — - ---- ............................... ..... .......... .............. *......... .................. ..................... ................. ............. ................... ...... ........... ........................................... ...... .......:.: _Z/ .... ...... ................... ....... ......... .......... .. ... .. ................ ........ ... ....... ...... ............ ............................................. ........... . . . ....... ...... ........................ ................. 1 A .............. ........... ................. . ......... .............. ................. ....... !L ...... ............ . ............. ....................................... 3_ .................. ................ ...... . . . ........ ................. . 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BY: �CKED BY: —DATE: L Z Q SHEET No. OF�_ s......._.__......._.........._....._ ........... _.............. ......... ... ..._. _.....___ ..:....... ..:....... .................................................... .._ ._.;_._.. ._(. �./.._/.•/.._gyp.-/. ......q..:. ...y.:'...I....;.........;.........;.........:...... :: f° �. .. '- j C / ... ..._ ... _. ... ... ...... _ ..... .......... ... ------ _..................__...;...................;........... _ --- ......_.... .._..................._.._.._.--- ..... ...._. - ....-....._.. .._.......... __ ----- _. _ .. _ ...:... ...:... . ._ 2• ............. ..............._._ _ _ _..._......._ .............. _. ... _ ... _ _ .................._...... ;...... ... 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SZ'0 0210- OZ'0 5/'0 S/'0 Z/D \ C O/'0 m NN 80'0 CC Bo'0 cl _ V 90'0 90 0 ti Q \O O A1/0073A I I I I i I I I I I I 1 1 1 1 I I I 1 I I I 37VOS 0/1 o v% 0 0 0 o v� o !Q in N o o ¢a n' �z h a m ti N o t v m N N \° o o p o 0 0 CIHAIVNEL CHART 2 :1 b - 4 FT 25 ...o ® ® PROTECT NAME: AM A AMOKM UHF Design Consultants, Inc. C�C. B .�t4---� CHECD BY: �ATE-- - � SHE ET No. _I —,OF 2 :.. ......... _.. _.._ .......................... . _. ... . ...... _.........._. _...-_ ......... ......_._... _... _ ... _ .. _... _ ... - - ................ ... 1-la MI _ --- .:... : : . ...:... ...:... ...:............ ...:... ...:... .... . : -- - .. .. - _ _ _ _....................... ...... _ ............ _... .................. _._ _.._ : ......... _ � � J --- - _...f_ _ _ _ ..__...... .......___....__ -._.... ._ _ _ ... _. ....... ....... ....... G-.1 ......_......... ---........_ _ _ ... . _. _..__..__._ ......_ - -- --- - ... _ _ _ ..._ .. _.. __ ... -- - - I— —� /1... ... ... ... :. :... ... I --- --- _ ... _ .- --- - - _ ... .._ ... _. _._ ... .. ..... ....^.............._ ...... .. ... ...... .. .. v % Y `.D.. :.. T.'._..- ._......:.....__._........_..... _. _ .............._........ ... ... . ........:.... - - -- - .. ._...._......._:_..__ :_ -_ ... .........) ��!r: ..._ _. ...._._:. = :...._.._. ..._ _. _..:.._ . _ �... _ ... ...... ... ... ..................:.........:_.......:......... ...._N... _._ .. .. _. _ ... .. .. .. _ ... - - .................... - - _ � dJ..... s omw omw ®® PROJECT NAME:- Gf�IC,�` MW IV Am� f CALL. BY: I�'�CHECKED BY: DATE: OF Design C®nsuifanfs Inc. SHEET No. of ... ._ - --- --- ......... ... _..__......__.._.._..._ ----- — - — - _ ...........----- -- -- -- - - - - -- wx -- --- - .:.. _ --- .._.....r __. ._ _ -- ... ........ - -- f � —_ -:ice = o ^J NOW A PROTECT NAME: MHF Design Consultants, Inc. CALL. BY- 1 CHECKED BY: C---DATE: q-7 SHEET No. OF . .......... . . . . . . . . . . . . . . . . -TL- . .......... hO 1�70 2- --z:3 -§%/v Loo�� ................ ------- . . . . . . . . . . ...... ....... ------ 6; ...... ...... ........................ -F-7777 -- -- . r. �sf no ---�--` :E TECHNICAL SERVICES 11VC. �w M. Geotechnical Engineering — Environmental Studies --j Materials Testing _,a Construction Monitoring April 30, 1997 Mr. Mark Gross, P.E. ADVANCE COPYBYFAX MHF Design Consultants 10 Manor Parkway Salem, New Hampshire 03079 RE: Renee's Florist Andover, MA Project No. 97154 Dear Mr. Gross: This report presents the results of permeability testing for the referenced project in accordance with your verbal request. The permeability testing was required from which to design an infiltration basin for roof drain and/or stormwater run-off. GSI initially attempted to perform insitu permeability testing with a Guelph permeameter but the shallow groundwater conditions at the site precluded the use of the equipment. Three samples of the subsurface parent soils were collected and tested for grain size analysis. The proposed drainage strata soil was also tested for permeability in accordance with procedures detailed in USCOE Manual EM 1110-2-1906 for constant head permeability testing. The specimen was prepared by compacting the soil in a 4 inch standard proctor mold with 25 blows of a hammer in five separate lifts. The test results indicate that the grain size distribution are indicative of a fine to medium sand and silt. The constant head permeability test on the proposed drainage strata had a rate of 9.48x10 cm/sec at an estimated 95% of max. dry density. This would correspond to 1.34 inches/hour. -The supporting test data is attached to this letter report. We trust that the contents of this report meets with your satisfactions. Should you have any questions with respect to the contents herein, please do not hesitate to contact us. We thank you for this opportunity to have been of service to you and look forward to working with you in the future. Very truly yours, GEOTECHNICAL S VICES, INC. 7 Harry K. Wetherbee, P.E. Principal Engineer Enclosures 12 Rogers Road, Haverhill, MA 01835 � 508/374/7744 FAX 508/374/7799 — 18 Cote Avenue, Unit#11, Goffstown, NH 03045 _j 603/624/2722 --A FAX 603/624/3733 -a �. S GEOTECHNICAL SERVICES, INC. Geotechnical Engineering a Environmental Studies A Material Testing -d Construction Monitoring d )JECT: Renee's Florist )JECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 APLE No.: L-225-97 TESTED BY: K. Sanborn DATE TESTED: 4/24/97 :NATION: 8"to 15" PLOTTED BY: W. Shedd DATE PLOTTED: 4/28/97 ;ATION: Test Location#1 CHECKED BY: H. Wetherbee JRCE: In-situ soils L DESCRIPTION: Olive Gray fine to medium SAND and Silt HARKS: "B" Soil PARTICLE-SIZE ANALYSIS - COARSE SOIL ASTM D 422 GRAIN SIZE DISTRIBUTION CURVE BOULDERS&COBBLES I SAND _ SILT&CLAY i COARS FINE COARSE MEDIUM FINE I =+03 1.0E+02 1.0E+01 1.0E+00 1.0E-01 1.0E-02 GRAIN SIZE (MM) GEOTECHNICAL SERVICES, INC. ® Geotechnical Engineering Environmental Studies Material Testing ® Construction Monitoring 'ROJECT: Renee's Florist 'ROJECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 AMPLE No.: L-225-97 TESTED BY: K. Sanbom DATE TESTED: 4/24/97 ,LEVATION: 8"to 15" PLOTTED BY: W. Shedd DATE PLOTTED: 4/28/97 OCATION: Test Location#1 CHECKED BY: H. Wetherbee OURCE: In-situ soils OIL DESCRIPTION: Olive Gray fine to medium SAND and Silt ;EMARKS: "B" Soil PARTICLE-SIZE ANALYSIS - COARSE SOIL ASTM D 422 COARSE SIEVE TEST SIEVE CUMULATIVE PERCENT PERCENT MESH WEIGHT RETAIN RETAINED FINER (Lbs.) N (%) 6 0.0 100.0 3 0.0 100.0 2 0.0 100.0 1 0.0 100.0 3/4 0.0 100.0 1/2 0.0 100.0 3/8 0.0 100.0 4 0.0 100.0 HEIGHT OF SOIL= 431.4 Grams FINE SIEVE TEST SIEVE CUMULATIVE PERCENT PERCENT PERCENT MESH WEIGHT RETAIN RETAINED FINER FINER PASSING (9m) N N #4 SIEVE (%) 8 36.00 8.3 91.7 91.7 10 42.70 9.9 90.1 90.1 16 62.10 14.4 85.6 85.6 40 113.90 26.4 73.6 73.6 50 137.60 31.9 68.1 68.1 100 193.50 44.9 55.1 55.1 200 263.70 61.1 38.9 38.9 /EIGHT OF SOIL= 431.4 grams WAS c:\GSI-LAB\SIEVE\225.XLS i S GEOTECHNICAL SERVICES, INC. ® Geotechnical Engineering ® Environmental Studies _.�A Material Testing .� Construction Monitoring a ROJECT: Renee's Florist ROJECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 AMPLE No.: L-226-97 TESTED BY: K. Sanborn DATE TESTED: 4/24/97 LEVATION: 8"to 18" PLOTTED BY: W. Shedd DATE PLOTTED: 4/28/97 DCATION: Test Location#2 CHECKED BY: H. Wetherbee DURCE: In-situ soils DIL DESCRIPTION: Brown fine to coarse SAND; some Silt EMARKS: "B" Soil PARTICLE-SIZE ANALYSIS -COARSE SOIL ASTM D 422 GRAIN SIZE DISTRIBUTION CURVE BOULDERS&COBBLES SAND SILT&CLAY COARS rirvt COARSE MEDIUM FINE I I 00 0E+03 1.0E+02 1.0E+01 1.0E+00 1.0E-01 1.0E-02 GRAIN SIZE (MM) c: - o E �'EC T , °� ICAL SERVICES, C } ® Geotechnical Engineering Environmental Studies Material Testing ® Construction Monitoring ,OJECT: Renee's Florist :OJECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 ,MPLE No.: L-226-97 TESTED BY: K. Sanborn DATE TESTED: 4/24/97 EVATION: 8"to 18" PLOTTED BY: W. Shedd DATE PLOTTED: 4/28/97 ►CATION: Test Location#2 CHECKED BY: H. Wetherbee '►URCE: In-situ soils 1IL DESCRIPTION: Brown fine to coarse SAND; some Silt .MARKS: "B" Soil PARTICLE-SIZE ANALYSIS -COARSE SOIL ASTM D 422 COARSE SIEVE TEST SIEVE CUMULATIVE PERCENT PERCENT MESH WEIGHT RETAIN RETAINED FINER (Lbs.) (%) (%) 6 0.0 100.0 3 0.0 100.0 2 0.0 100.0 1 0.0 100.0 3/4 0.0 100.0 1/2 0.0 100.0 3/8 0.0 100.0 4 0.0 100.0 EIGHT OF SOIL= 298.7 Grams FINE SIEVE TEST SIEVE CUMULATIVE PERCENT PERCENT PERCENT MESH WEIGHT RETAIN RETAINED FINER FINER PASSING (gm) N (%) #4 SIEVE (%) 8 75.70 25.3 74.7 74.7 10 87.20 29.2 70.8 70.8 16 115.80 38.8 61.2 61.2 40 157.00 52.6 47.4 47.4 50 171.40 57.4 42.6 42.6 100 201.80 67.6 32.4 32.4 200 241.30 80.8 19.2 19.2 IGHT OF SOIL= 298.7 grams , VAS cAGSI-LAB\SIEVE\226.XLS s' - u GEOTECHNICAL SERVICES, INC. a Geotechnical Engineering ® Environmental Studies Material Testin 8 a Cons,ruction Monitoring ROJECT: Renee's Florist ROJECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 4MPLE No.: L-227-97 _EVATION: 18"+ TESTED BY: K. Sanbom DATE TESTED: 4/24/97 PLOTTED BY: W. Shedd DATE PLOTTED: 4/ )CATION: Test Location #2 28/97 )URGE: CHECKED BY: H. Wetherbee In-situ soils )IL DESCRIPTION: Brown fine to coarse SAND; some Silt :MARKS: "C"Soil PARTICLE-SIZE ANALYSIS -COARSE SOIL ASTM D 422 BOULDERS&COBBLES GRAIN SIZE DISTRIBUTION CURVE i iu COARS FINE I i COARSE MEDIUM SAND SILT&CLAY O FINE I -03 1.0E+02 1.0E+01 1.0E+00 1.0E-01 1.0E-02 GRAIN SIZE (MM) I S GEOTECHNICAL SERVICES, INC. _�a Geotechnical Engineering ® Environmental Studies Material Testing _A Construction Monitoring a ROJECT: Renee's Florist ROJECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 AMPLE No.: L-227-97 TESTED BY: K. Sanborn DATE TESTED: 4/24/97 LEVATION: 1811+ PLOTTED BY: W. Shedd DATE PLOTTED: 4/28/97 OCATION: Test Location#2 CHECKED BY: H. Wetherbee OURCE: In-situ soils OIL DESCRIPTION: Brown fine to coarse SAND; some Silt EMARKS: "C" Soil PARTICLE-SIZE ANALYSIS -COARSE SOIL ASTM D 422 COARSE SIEVE TEST SIEVE CUMULATIVE PERCENT PERCENT MESH WEIGHT RETAIN RETAINED FINER (Lbs.) N N 6 0.0 100.0 3 0.0 100.0 2 0.0 100.0 1 0.0 100.0 3/4 0.0 100.0 1/2 0.0 100.0 3/8 0.0 100.0 4 0.0 100.0 NEIGHT OF SOIL= 354.7 Grams FINE SIEVE TEST SIEVE CUMULATIVE PERCENT PERCENT PERCENT MESH WEIGHT RETAIN RETAINED FINER FINER PASSING (9m) N N #4 SIEVE (%) 8 69.50 19.6 80.4 80.4 10 77.40 21.8 78.2 78.2 16 97.30 27.4 72.6 72.6 40 140.50 39.6 60.4 60.4 50 159.90 45.1 54.9 54.9 100 207.70 58.6 41.4 41.4 200 259.30 73.1 26.9 26.9 VEIGHT OF SOIL= 354.7 grams WAS c:\GSI-LAB\SIEVE\227.XLS N Is 9.3� TES IL SERVICES, INC. ® Geotechnical Engineering -A Environmental Studies ® Material Testing © Construction Monitoring CONSTANT HEAD PERMEABILITY TEST DATA SUMMARY ,OJECT: Renee's Florist ,OJECT No.: 97154 SAMPLED BY: W. Shedd DATE SAMPLED: 4/22/97 AMPLE No.: L-227-97 TESTED BY: W. Shedd DATE TESTED: 4/28/97 .EVATION: 18"+ PLOTTED BY: W. Shedd DATE PLOTTED: 4/28/97 )CATION: Test Location#2 CHECKED BY: H. Wetherbee )URCE: In-situ soils )IL DESCRIPTION: Brown fine to coarse SAND; some Silt :ST METHOD ASTM D 2434 :MARKS: "C" Soil AMPLE DIAMETER: 10.16 cm SAMPLE LENGTH: 11.65 cm SAMPLE AREA: 81.0 cmZ VOLUME: 944.0 cm3 ASS OF WET SOIL: 1818.2 gm ORIG. MOISTURE: 10.4% DRY DENSITY: 108.8 pcf HEAD: 16.65 cm MAX DRY DENSITY: pcf % OF MAX. DRY DENSITY: N/A 3ECIMEN NOTES: Laboratory prepared specimen TEST No. Q (cm') TIME (s) TEMP. (°C) 1 50.0 489 18 2 50.0 485 18 3 50.0 490 18 4 50.0 487 18 5 6 AVERAGE 50.0 487.8 18.0 0.00107 CORRECTION FACTOR= a= 11T/7120 = 1.07 COEFFICIENT OF PERMEABILITY= KT= QL = 8.86E-04 cm/s Aht CORRECTED COEFFICIENT= K20= a KT = 9.48E-04 cm/s LAB-10 CON-PERM/227.XLS ESSEX COUNTY, MASSACHUSETTS, NORTHERN PART 189 TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued Soil name and ; Depth ; Permeability i Available 1 Erosion map symbol ; Soil reaction , Shrink-swell water capacity ; factors I potential ; � I � , n _n r 1n/in K i T UnA, UnB, UnC----; 0-9 i 0.6-2.0 ' 0. 18-0.21 :Low ! Unadilla 1 9-60 i 4.5-6.0 ------______' 1 3 i 0.6-2.0 I 0.17-0.2� i 4.5-6.0 ' 1 0.49 I Urban land I iaA, o1B--------- 10-1 2.0-6.0 ! 0.10-0.23 4.5-6.0 ;Low------------' ! 3 Walpole 2.0-6.0 0.20 24-60 0.07-0.13 4.5-6.0 !Low------------' >6.0 0.01-0.13 4.5-6.0 ;Low----------- 0.28 Ib------ -! 0-8 ' 0.17 ! 0. 15-0 Walpole Variant ! 8-25 ! 2.0-6.0 ! .23 ; 4.5-6.0 :Low------------ 0.28 ; 3 0.13-0.18 ; 4.5-6.0 ;Low------------' 25-60 0.2-0.6 0.14-0.26 ! 5.1-6.5 ;Low------------' 0.28 , 0.49 ; 'e A, WeB---------' ' Wareham ; 10-32 i 6.0-20 0.06-0.15 3.6-5.5 Mow------------' 0.17 1 5 ! 32-60 ! 6.0-20 0.03 0.13 � 3.6-5.5 !Low------------1 0.17 ; ! ! 0.01-0.13 3.6-5.5 Mow------------1 0. 17 ; f------ ---------! 0-8 i 0.6-6.0 i 0. 12-0.18 ; 5.6-6.5 � � Whately Variant ! 8-23 2.0-6.0 LOW- --- 3 23-60 i <0.2 0.07-0.13 i 5.6-6.5 ;Low------------' 0.28 0.17 1 ! 0. 10-0.1d 6. 1-7.3 ;Moderate------_1 0.24 ' , Whitman 9-20 0.6-6.0 ! 0.10-0.17 ! 4.5-6.5 Low------------1 0.24 ; 3 Low------------1 0.24 20-60 <0.2 ! 0.02-0.03 1 ! 4.5-6.5 Low------------1 0.24 1---------------! 0-9 ! 0.6-6.0 ' 25 ; ; 1 0. 15-O.c Whitman 9-20 { 0.6-6.0 ; 0. 10-0.17 ; 4.5-6.5 :Low------------' 0.24 ; 3 ! 20-60 <0.2 0.02-0.03 ! 4.5-6.5 0.24 :Low------------1 0.24 iA, WnB, 'WnC, , InD Windsor-------- 10-16 6.0->20 ; 0.08-0.1-2 ! 4.5-5.5 ;Low------------' 1 ! 16-60 6.0->20 0.02-•0.12 4.5-5.5 ;Low---------- 0.17 5 I 6.0->20 ; 0.01-0.08 ' , --, 0. 17 ; ICS WoD*. i i .5-5.5 ,Low------------1 0.1 ' 7 (indsor---------' 3 ! ; ! 3-16 6.0->20 ! 0.08-0.12 ! 4.5-5.5 !Low------------' 16-60 1 6.0->20 i 0.02-0.12 ! 4.5-5.5 lLow-------____ 0.17 5 6.0->20 0.01-0.08 ! 4.5-5.5 0.17 ! !Low ock outcrop. inooski--------1 0-8 o.6-6.0 1 0.15-9.30 ! 4.5-7.3 ! - ; 18-60 1 0.6-6.0 ! 0.13-0.25 ' Low-�--------_-_1 0.49 3 4.5-7.3 ILow------------! 0.49 1 A, WrB, WrC----; 0-9 ! 0.6-6.0 ! 0.08-0.23 ! 4.5-6.0 Mow-----------_' ! oodbridge i 9-26 ; 0.6-6.o i 0.06-0.20 0.24 3 ! 26-60 I 4.5-6.0 ,Low------------' I r ! , <0.2 i 0.05-0.12 ; 4.5-6.0 ;Low------------' 0.43 I 5, WsC, WsD----! 0-6 I ! 0.17 , i ! 0.6-6.0 0.08-0.23 )odbridge ! 6-25 ! 0.6-6.0 ; 0.06-0.2^ 4.5-6.0 !Low------------ 0.24 1 3 � ! 25-60 ! <0.2 , 4.5-6.0 ,Low------------' 3 ! ! 1 0.05-0.12 ! 4.5-6.0 !Low------ 1 0.17 1 3, WtC---------1 0-4 ! 0.6-6.0 ! 0.08-0.23 ! 4.5-6.0 ' >odbridge i 25-60 1 0.6-6.0 ! 0.06-0.20 ! 4.5-6.0 Mow------------' 0.24 ! 3 ! 1 <0.2 0.05-0.12 ! 4.5-6.0 !Low------------ 0.17 ! I * See description of the map unit for composition and behavior characteristics of the map unit. APPENDIX G "CULTEC CHAMBER" SYSTEM DATA Y`f = D _ , 1 i ii g` iw 11 ' � Identification of Cultec's Heavy Duty H-20 Rated Chambers All of Cultec's chambers are available in both light duty and heavy duty models.. We manufacture , our chambers in two different gauge thicknesses. A lighter gauge is used residential use. The heavier gauge HD model is used in traffic installations such as driveways, parking lots, and athletic fields (which maybe subject to occasional vehicular for use ender unpaved/paved Cultec heavy duty(HD) model chambers are specifically design trafficked areas. Currently all six Cultec HD chambers are marked with a stripe for easy recognition. Making the Choice between Cultec Heavy Duty vs. Standard Light Duty Chambers When a choice is to be made between Cultec HD and Cultec Standard LD or other manufacturer's chambers, several important factors must be evaluated. 1.) Is the completed installation of chambers subject to vehicular tra ffic? If the area will be trafficked, choose Cultec HD models in your design. 2.) In the future, will the completed system be subject to traffic or should consideration be given to traffic as a possibility? For instance, a playing field may someday be used for an extra parking area. Often when an initial design is completed an assessment of future situations has not been thorough. The result can be both unnecessary and costly. By evaluating the location of the system, particularly commercial, industrial, or institutional applications,the advantage of using Cultec's HD chamber is usually recommended. 3.) Why should I choose Cultec's HD models over other plastic chambers? Cultec's heavy duty chambers are constructed from a thicker, heavier gauge polyethylene designed to be installed under realistic, onsite conditions. While other manufacturers choose to offset structural integrity with unrealistic installation requirements, Cultec's HD chambers are designed to do the job with no pampering required as part of the installation Sometimes, manufacturers' of other chambers may have little or virtually st difference between their standard vs. heavy duty chambers. Instructions to bury chamber deeper to attain H-20 performance may be the y� an result in Requiring an increased burial depth to attain an H-20 wheel load requirement unsatisfactory installation. Cultec HD chambers build safety into the product and takes into account the actual burial process. To obtain an H-20 wheel load rating,the chamber has specific burial depth requirements. However, even at our recommended burial depths, every one of Cultec's HD models exceed the H-20 specified requirements. ST-02.WPD 1997 Cultec,Inc. Engineering Manual Storrnwater Design for Cultee Chambers DESIGN NOTES Field Drain Contactor Contactor Contactor Recharger Recharger Panel* 75 100 125 180 330 Chamber 1.6 ft3 1.6 ft3 2.2 ft3 2.2 ft3 3.33 ft3 7.4 ft3 Capacity per Lineal Foot Design Unit 2.88 ft3 2.5 ft3 3.4 ft3 3.5 ft3 4.65 ft3 10.4 ft Capacity(Unit Void Section) per Lineal Foot Total Stone 3.2 ft3 2.2 ft' 2.42 ft 2.5_ ft3 I=ft3 7.5 ft3 Required per Lineal Foot Total area per 4 ft` 2.5 ft- 3.0 ft' 2.5 ft- 3.0 ft- 4.83 ft- Lineal Foot Total area per 32.0 f` 15.63 ft2 19.5 ft- 15.63 ft- 18.99 ft' 30.19 ftz Chamber Evaluated on Lay-up Length Lay-up Length 8.00' 6.25' 6.5' 6.25' 6.33 6.25' of Chamber *Based on four channel panel. Divide by four to calculate per channel trumbers. A.) HOW TO CALCULATE NUMBER OF CHAMBERS REQUIRED Formula: 1.) Storage Required (ft3) _Design Unit Capacity(ft3) =Lineal Feet of System(ft) 2.) Lineal Feet of System(ft) - Lay-Up Length(ft) = Total Number of Chambers Required B.) HOW TO CALCULATE TOTAL STONE REQUIRED PER SYSTEM Formula: _ 1.) Lineal Feet of System(ft) X Stone Required per Lineal Foot (ft3) Required per System(ft3) ST-0I.WPD 1997 Cultec,Inc.Engineering Manual 2.) Stone Required per System(ft') _27 = Stone Required per System(yd 3) 3.) Stone Required per System(yd 3) X1.30 = Stone Required per System (tons) C.) HOW TO CALCULATE AREA OF BED AND FABRIC REQUIRED Formula: Total Area per Chamber X Number of Chambers Required=Area of Bed Required (ft-) Area of Bed Required (ft--) =Fabric Required(ft-) D.) HOW TO CALCULATE STORAGE VOL UME PROVIDED Formula: Number of Chambers Required X Design Unit Capacity X Lay-Up Length=Total Storage Volume Provided (ft ) Please insert the following information into the figures below for your stormwater installation Field Contactor Contactor Contactor Recharger Recharger Drain 75 100 125 180 330 Panel A. Stone Base 6" 6" 6„ 6„ B. 11/4" Broken Stone to Top 8.5" 12.5" 12.5" 18" 20.5" 30.5" of Chamber 9 9.. 9„ 9„ C. Top of Chamber to Grade 9" 9" " for Non-Trafficked Installations C. 85% Compacted Fill Cover 14" 12" 14 1211 14 16 or Broken Stone Top of Chamber to Grade Under 2 V7."of Pavement for Trafficked Installations. C. 85% Compacted Fill or 16" 14" 16" 14" 16" 18" Broken Stone Top of Chamber to Grade for Unpaved Trafficked Installations ST-01.WPD 1997 Cultec,Inc.Engineering Manual RECOMMENDED CULTEC STORMWATER DESIGN UNDER PAVEMENT: 2 'h "Asphalt Pavement** C. 85% Compacted Fill Cover or Broken Stone Cultec No. 420 Filter Fabric B. Broken Stone to Top of Chamber 0 A. 6" Stone Base ST-O1.WPD 1997 Cultec,Inc. Engineering Manual RECOMMENDED CULTEC - STORMWATER DESIGN FOR UNPAVED INSTALLATION: SOB ',* C. 85% Compacted Fill Cover or Broken Stone Cultec No. 410 Filter Fabric o B. Broken Stone to Top of Chamber A. 6" Stone Base ST-O1.WPD 1997 Cultec,Inc.Engineering Manual Installation Instructions for Stormwater PREPARATION i0 Excavate earth to a width and length sufficient to accommodate the number of chambers plus one foot around the perimeter of the bed. (One foot at the beginning, end, and both sides of the bed) The bottom of the bed should be level. Overall height and width Model Height Width FIELD DRAINS PANEL 8.5" 48" CONTACTORTM Model 75 12.4" 30" CONTACTORTM Model 100 12.5" 36" CONTACTORTM Model 125 18" 30" RECHARGERTM Model 180 20.5" 36" RECHARGERTM Model 330 30.5" 52" ® A base of 6" of stone is required. PI STALLIl TG TEE CHAMBERS © Put all the starting chambers in place for the entire bed. Position the large rib end of the chamber toward the effluent feed pipe to start the line. Surround the starting chambers with stone. Bring all the way to the top of the arch and at the edge of your bed. This will lock the starting chambers in place. *Surround Recharger 330 chambers with 6" of stone separation. (This is the only Cultec chamber which requires separation beta ven rows) ® Be sure that the stone does not interfere with your next connection. Put the next four chambers of each row in place using the patented interlocking rib connection. Overlap the larger open rib over the smaller closed rib of the preceding chamber. PLEASE NOTE: Be sure not to tra rtck on top of the chambers with your loader when putting the stone in places ST-05.WPD 1997 Cultec,Inc.Engineering Manual ® Put stone around the sides of the chambers and bring stone all the way to the top of the arch. Stone should also be put around the perimeter of the bed. ® Repeat this procedure until all of your chambers are put into place. BACKFILLING ® Cover the entire bed with Cultec Filter Fabric. For Non-Tracked Installations: Model Recommended Minimum Cover All Models 9" For Paved Installations: Model I Recommended Minimum Cover FIELD DRAIN®HD PANEL 14" CONTACTORTM Model 75HD I 12" CONTACTORTns Model 100HD I 14" CONTACTORTM Model 125HD 12" RECHARGERTM Model 180HD 14" RECHARGERTM Model 330HD 16" For Unpaved Trafficked Installations: Model Recommended Minimum Cover FIELD DRAIN®HD PANEL 1611 CONTACTORTM Model 75HD 14" CONTACTORTM Model 100HD 16" CONTACTORTM Model 125HD 14" RECHARGERTM Model 180HD 16" RECHARGERTM Model 330HD 18" ST-05.WPD 1997 Cultec,Inc.Engineering Manual Vortedinics TECHNICAL BULLETIN NIO. 1 SEDINTEN'T REMOVAL EFFICIENCIES 100 /X, 90 80 Sand 10 60 A It! 30 First 'z Flush 20 10 . . . 0 0 10 20 30 40 50 60 70 80 90 100 Pate (Epin/sq.ft. of grit chamber surface area) These performance curves were produced under the auspices of the EPA-funded Maine Environmental Internships piogram of the Maine Science and Technology Commission. The square footage on which any system is rated is the water surface area within the swirl chamber only, (not the overall tank "footprint"). The Vor-LechSTM System is designed to retain all previously captured particulates in all storms of greater than 2-i-nonth rainfall intensity. The 2-rnonth storm operating rate is generally about 15-25 gpm/sq.ft. Studies completed by the Metro Washington Congress of Governments have shown that conventional "plug flow" oil/grit separators typically lose particulates captured in previous smaller storms on average every other month. Vortechnics concludes from this that conventional plug flow systems operate at "negative efficiencies" in storms of 2-month or greater intensities. T hese removal efficiency curves demonstrate that Vortechs Systems do not resuspend and lose sediment as flow rate increases Lip to 100 gpm/sq.ft. flow rates (i.e,, approximately a 25 year storm). Actual observations of Vortechs installations reveal unintearrupt-ed sediment accumulations over a number of seasons. Particle size analysis of these sediments show Vortechs Systems are capturing and retaining the full spectrum of particle sizes including those classified as silt and clay (See Vortechnics Technical Bulletin No. 2). September 1095 OO Backfill startina in one comer of the bed and work outwards. Put backfill material on the sides and mound over the top of the chambers before traveling over the system for further grading. When covering the system for final backfill and determination of grade it is best to use a small tract machine or backhoe bucket. If using a loader or straight blade type machine, keep loose fill in front of the blade to a height of l' - 1 '/Z above the chamber top. Traverse perpendicular to the line of chambers. After this has been done to the complete installation, you may proceed to set final grade. (a Compaction must be done at 6-8" intervals. 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