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2017-06-06 Burts Bog Drainage Report Rev3Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page i Table of Contents I. Introduction ........................................................................................................................1 II. Existing Conditions ..............................................................................................................2 III. Proposed Conditions ...........................................................................................................2 IV. Calculations and Design .......................................................................................................5 V. MADEP Stormwater Standards Compliance..........................................................................8 Figures Figure 1 Project Location Figure 2 Existing Conditions Figure 3 Site Plan Figure 4 Existing Hydrology Figure 5 Proposed Hydrology Appendix Appendix A NRCS Soil Report Appendix B Subsurface Investigation Results Appendix C Stormwater Hydrology Calculations Appendix D Stormwater Management System – Operation & Maintenance Plan Appendix E Erosion & Sedimentation Control Specifications Referenced Documents Plan Set Burts Bog Conservation & Limited Development Project Site Plan Review Set (Revised 6/6/2017) Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 1 The City of Northampton is proposing the construction of 10 single-family homes as part of a Conservation and Limited Development project on Burts Pit Road in Northampton. The Berkshire Design Group has prepared a Stormwater Management and Erosion and Sedimentation Control Plan for the site, in compliance with the Massachusetts Stormwater Handbook and the Code of the City of Northampton. This report documents the proposed Stormwater Management Plan and that plan’s compliance with those standards. I. Introduction The proposed project will construct 10 single-family houses (including 2 zero-lot-line houses separated by a party wall) on 10 newly-created residential lots. The project is located on Burts Pit Road between Emerson Way and Woods Road, at the south end of the Burts Bog Greenway on land currently owned by Tofino Associates. The project location is shown in Figure 1. The work includes construction of the proposed buildings, as well as associated site, utility and stormwater improvements. The existing site is undeveloped, and primarily wooded, with a small amount of grass cover near the street. A low point carries through the site on an east-west axis, creating a gradual swale sloping to the east and west from a high point near the southeast corner of the site. A hillside extends from the northern site limit, resulting in a significant volume of run-on from land outside the site boundary. Wetland areas exist outside the site limits to the east, west and north. None of these wetlands or their associated buffer areas are impacted by the work. There is an existing storm drainage system in Burts Pit Road; however, the southern edge of the site generally slopes away from the street onto the site, and it appears that a negligible amount of runoff from the site reaches Burts Pit Road. Soil Data NRCS Soil Survey The NRCS Soil Survey reports that the soils at the site consist of fine sandy loam of Hydrologic Soil Group C. The USGS Surficial Geology survey reports that the site is underlain by a relatively thin (<10’ thick) layer of glacial till. The NRCS Soil Report for the site is attached in Appendix A. Subsurface Exploration A total of 4 test pits were conducted at the site in order to classify existing soils and determine the relevant engineering properties. A summary of these explorations is included in Appendix B. Soils were found to be highly consistent across the site. The typical test pit revealed 6-8 inches of topsoil underlain by sandy loam subsoil. The site is underlain by a dense layer of red glacial till that is classified as sandy loam. In general, all soils have a significant gravel content, and are dotted with larger stones and cobbles, but soil texture becomes slightly more fine with depth. Seasonal high groundwater was estimated to occur at a depth of 24-30” across the site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 2 Site Limits Site limits were delineated for the purpose of establishing drainage areas within the site. Site limits were based on property lines, as adjusted to account for up-gradient areas where stormwater is expected to run on to the site. II. Existing Conditions An Existing Conditions Plan is shown on Figure 2. A plan of the Existing Hydrology is shown on Figure 4. Drainage Areas The existing site was divided into eight drainage areas. The majority of the site is collected by a gentle swale traversing the site from east to west, which discharges at the western property line at the point labeled CP1 (Control Point 1) on Figure 4. The remainder of the site is collected by a swale sloping in the opposite direction, toward the east, which discharges at the point labeled CP2 (Control Point 2). The overall drainage area flowing toward CP1 was divided into 7 sub-drainage-areas (A1 through A7). Because the stormwater model can be affected by the way in which drainage areas are divided, these sub-drainage-areas were drawn to match the approximate divisions that are created by the proposed work, which allows for a more accurate comparison of the pre-development and post development condition. III. Proposed Conditions The proposed site plan is shown on the Site Plan in Figure 3. The proposed project will construct 10 single family houses on 10 building lots. Two of the houses are constructed as zero-lot-line houses sharing a party wall (see Lots 5 and 7 in Figure 3). Seven houses are planned to include an attached two-car garage, and each lot provides for the construction of a shed or other accessory structure. Four paved, shared driveways are proposed to serve the ten homes. As the developer proposing the project, the City of Northampton directed Berkshire Design to provide for stormwater management, to the greatest extent possible, through decentralized systems to be maintained by individual homeowners. A series of rain gardens and swales are proposed to attenuate peak runoff, improve water quality and promote groundwater recharge. These features are shown on Figure 3, and highlighted on Figure 5. It is notable that a significant portion of this attenuation is achieved by intercepting run-on stormwater from the hillside above the site. Because of the large area and relatively poor soils, the hillside produces a significant amount of stormwater runoff which enters the site in the existing condition. Four large rain gardens are to be built along the northern edge of the site to intercept, infiltrate, and redirect this runoff. The work of these rain gardens partially offsets the increase in runoff created by development of the interior of the site. The system has been designed to reduce peak runoff. The proposed detention basin is designed to attenuate the 2, 10, and 100-year storms, and to produce a reduction in peak runoff from the site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 3 The prosed design is also designed to reduce both peak runoff and runoff volume that discharge to adjacent properties to the east and to the west. The soil evaluation revealed soils of marginal permeability and relatively shallow groundwater. Nevertheless, opportunities for infiltration and groundwater recharge were maximized in the design. Rain gardens will retain 9” of water, with an overflow weir built with crushed stone. The bottom of each rain garden is proposed at an elevation 24” above the estimated seasonal high groundwater at the nearest test pit. The soil evaluation revealed that surface soils are primarily sandy loam, which has a standard “Rawls” infiltration rate of 1.02 inches per hour1, which would allow the retained water to dissipate within the 72 hours required by the Massachusetts stormwater handbook. Rain gardens include an engineered outlet weir to reduce peak flow rates during intense rainfall. The plans call for a weir to be carved out of the berm enclosing the rain gardens, which provides a 24” wide opening for water to overflow from the rain gardens. The weir would be armored with 1” to 2” crushed stone. The invert of the weir is set 9” above the bottom of the rain garden (which is 3” below the crest elevation of the gardens).The rain gardens would be planted with a simple woodland seed mix, which would require annual mowing to prevent the growth of woody plants. Western Discharge Point A critical location in the design is the discharge point at the western end of the site. In the existing condition, approximately 75% of the site drainage areas collect at a point along the western property line at a low point that is consistently wet, and appears to impound water during times of high groundwater. There is no obvious discharge location for this impounded water. The topographic survey shows that surrounding land to the north, south and east is at least 6” higher than the low point. The topographic survey does not show the elevations of the neighboring property (829 Burts Pit Road); however, based on field observation, the grass lawn to the north of the house on that property appears to be higher than the low point by 6-12” or more. Based on this information, it is likely that this low area floods during intense rainfall, which ultimately forces water to flow to the north of the lawn at 829 Burts Pit Road. According to GIS information, land north and west of 829 slopes more steeply to the west, ultimately forming a small stream/drainage channel that is carried by a culvert under Woods Road. The Burts Bog development project proposes to leave this area undisturbed, and to allow existing drainage patters to continue. The limit of disturbance on Lot 2 maintains a 30’ buffer at the western edge of the site, which is extended to 70’ where water is carried under the Lot 1/2 common driveway. The proposed stormwater management system has been designed to mitigate increases in both peak flow rate and volume from the developed site verses the existing condition. The stormwater calculations predict that the existing drainage condition in this part of the site will be no worse in the proposed condition. Additionally, a portion of the run-on to the site from the hillside above is discharged north of the proposed houses, where it can more directly enter the proposed conservation land north and west of the site (see Rain Garden 2A on Sheet C-3). 1 For calculation purposes, the infiltration rate was reduced to a more conservative value of 0.25 inches per hour in the stormwater model. The model is discussed further in Section IV. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 4 Berkshire design explored a number of strategies to more formally collect stormwater as it crosses under the Lot 1/2 driveway and discharge it directly to the proposed conservation land. However, due to the combination of existing ground elevations, proposed flow patterns and shallow groundwater, each scheme resulted in more disturbance to create minimal (if any) benefit verse the course of action proposed here. The plans note that the developer is required to document the existing drainage condition at the western end of the site in both wet and dry conditions. This documentation will allow the developer and the City to evaluate the future condition of this area verses the existing condition. Water Quality The existing conditions includes the following factors that make removal of 80% of TSS (as required by the Northampton Stormwater Standards) impracticable: · No drainage infrastructure exists on-site, and site topography make connection to the Burts Pit Road storm sewer impossible. Therefore, proprietary water treatment devices are not possible. · Groundwater is shallow, with seasonal high groundwater estimated to be 24-36” below existing grade. For this reason, proposed rain gardens must be built up from existing surface elevation, making it difficult to grade the site to direct paved areas toward rain gardens, which are frequently higher than new paved areas. · Shallow groundwater prevents the use of permeable pavement, due to the large sub-base section required to implement this solution. The proposed site includes approximately 12,000 square feet of paved surfaces. Of this area, approximately 30% is discharged to Rain Gardens 5A and 7A. Stone trenches are provided along the edge of the driveways to capture sediment prior to the rain gardens.2 An additional 10% of driveway area would sheet flow across the front lawns of Lots 1 and 3. While informal, this design will have the effect of a vegetated filter strip. The length of the flow path across the lawns is approximately 50’. All runoff from proposed driveway areas is ultimately discharged to the low area/natural swale running along the central portion of the site. The swale is poorly defined, and exists as a series of natural depressions and rivlets, providing functions similar to a water quality swale. Finally, the total roof area of the proposed development is approximately 11,000 square feet. Slightly more than 50% of roof area is directed to rain gardens, which will mitigate temperature by capturing the warmest roof runoff during the summer months. Drainage Areas The proposed site is delineated into a number of drainage areas, as shown on the plan of Proposed Hydrology in Figure 5. Runoff from drainage areas discharges to one of 4 locations. Stormwater from the interior of the site discharges by flowing overland across the east and west property lines. Two small drainage areas 2 Stone trench was omitted from a portion of the Lot 8/9/10 common drive, because it would have been located on a separate property from the driveway. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 5 near Burts Pit Road discharge to the road, with runoff from one drainage area entering the storm drain system flowing toward the west, and the other entering the storm drain system flowing toward the east. IV. Calculations and Design Water Quantity – Flow Rate Drainage calculations were performed on Hydrocad Stormwater Modeling System version 10.0 using Soil Conservation Service (SCS) TR-20 methodology. The SCS method is based on rainfall observations, which were used to develop the Intensity-Duration-Frequency relationship, or IDF curve. The mass curve is a dimensionless distribution of rainfall over time, which indicates the fraction of the rainfall event that occurs at a given time within a 24-hour precipitation event. This synthetic distribution develops peak rates for storms of varying duration and intensities. The SCS distribution provides a cumulative rainfall at any point in time and allows volume-dependent routing runoff calculations to occur. These calculations are included in the appendices. The watershed boundaries for calculation purposes are divided according to the proposed site grading and the natural limits of the drainage areas. The curve numbers (CNs) and times of concentration for the existing and proposed subcatchment areas are based on the soil type and the existing and proposed cover conditions at the site. Calculations were performed for the 2-, 10-, and 100-year frequency storms under existing and proposed conditions. The results of the calculations are presented in Table 1 below. Appendix C presents the HydroCAD output reports. Table 1. Runoff Summary Table for Individual Control Points Condition & Point of Analysis 2-Year Storm 3.00” 10-Year Storm 4.50” 100-Year Storm 6.40” Peak Flow Rate(cfs) Peak Flow Rate(cfs) Peak Flow Rate(cfs) Existing To West Property Line (CP1)* 2.54 6.92 13.49 Proposed To West Property Line (CP1)* 2.33 6.18 12.83 Existing To East Property Line (CP2)* 0.35 0.91 1.75 Proposed To East Property Line (CP2)* 0.34 0.80 1.68 Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 6 Condition & Point of Analysis 2-Year Storm 3.00” 10-Year Storm 4.50” 100-Year Storm 6.40” Peak Flow Rate(cfs) Peak Flow Rate(cfs) Peak Flow Rate(cfs) Existing To Roadway, Flowing West (CP3)* 0.05 0.11 0.20 Proposed To Roadway, Flowing West (CP3)* 0.13 0.27 0.47 Existing To Roadway, Flowing East (CP4)* 0.06 0.15 0.28 Proposed To Roadway, Flowing East (CP4)* 0.05 0.11 0.20 *Names in parentheses refer to HydroCad model and calculations. Table 2. Runoff Summary Table For Total Site Condition & Point of Analysis 2-Year Storm 3.00” 10-Year Storm 4.50” 100-Year Storm 6.40” Peak Flow Rate(cfs) Peak Flow Rate(cfs) Peak Flow Rate(cfs) Existing Total Runoff (CPT)* 2.91 7.91 15.41 Proposed Total Runoff (CPT)* 2.78 7.09 14.92 The model predicts that peak flow rate from the total site will be reduced relative to the existing condition under each design storm. The model also predicts that peak flow rate crossing the east and west property lines will be reduced relative to the existing condition. Flow rate to the roadway (CP3 and CP4) is predicted to increase. The drainage area to the roadway is small and this runoff is primarily generated by driveway aprons, which must be sloped toward the road to maintain gutter flow. Water Quantity – Volume The site is underlain entirely by soils belonging to Hydrologic Soil Group C. Therefore, the Northampton Stormwater Ordinance requires only that stormwater infiltration be achieved to the greatest extent practicable. Due to the use of rain gardens as a primary means of stormwater management, the proposed system is anticipated to result in relatively high levels of infiltration. The results of the HydroCAD model for stormwater runoff volume in the existing and proposed condition are presented in Table 2 for the 2-year design storm. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 7 Table 3. Runoff Summary Table For Each Discharge Point Condition & Point of Analysis 2-Year Storm 3.00” Runoff Volume (acre-feet) Existing (CP1)* 0.224 Proposed (CP1)* 0.214 Existing (CP2)* 0.027 Proposed (CP2)* 0.024 Existing (CP3)* 0.003 Proposed (CP3)* 0.008 Existing (CP4)* 0.004 Proposed (CP4)* 0.003 Table 4. Runoff Summary Table For Total Site Condition & Point of Analysis 2-Year Storm 3.00” Runoff Volume (acre-feet) Existing (CPT)* 0.258 Proposed (CPT)* 0.249 The model predicts that the total runoff volume crossing the east and west property lines is reduced, and that total runoff from the site will match the existing condition. Total volume directed to the roadway is increased. This is primarily associated with new driveway aprons that are sloped toward the road to maintain gutter flow. Erosion & Sedimentation Control The developer/owner of each lot will be responsible for their own erosion control. The Site Preparation Plan in the reference drawing set shows typical erosion control for a building lot. These erosion controls include, at a minimum, erosion control barrier at the perimeter of the site and a stabilized construction entrance. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 8 An erosion control plan for a typical lot is shown on Sheet C-1. Technical specifications are included in this report in Appendix E. Phasing Because of the decentralized nature of the proposed stormwater management system, phasing is a critical component of the project that will impact the ability of the site to appropriately manage stormwater runoff. The reference plan set presents a specific phasing plan that will allow stormwater management capacity to remain ahead of the development of impervious surfaces. V. MADEP Stormwater Standards Compliance The following section details how the project will meet the DEP Stormwater Management Policy’s ten stormwater management standards. LID Low-impact design principals were considered during the development of the stormwater management plan for this project, and have been implemented to the extent practicable. Pavement runoff primarily sheet flows onto vegetated surfaces, multiple rain gardens and stormwater depressions are used to promote infiltration, and the use of common driveways reduces the imperviousness of the site. Standard 1 - Untreated Stormwater Discharge No wetlands are present on the site, and no discharges are made directly to wetlands or waterways. The HydroCAD model estimates flow velocities in the rain garden outlet weirs and swales. Under all design storms, velocities are estimated to be less than 2 feet per second. These velocities are within the acceptable range for preventing erosion under the Massachusetts Stormwater Handbook. Standard 2 - Post-Development Peak Discharge Rates The proposed stormwater management system is designed so that post-development peak discharge rates are less than pre-development peak discharge rates leaving the site. These results are discussed in detail under “Peak Runoff Rate” in Section IV, above. Standard 3 - Recharge to Groundwater Groundwater recharge structures have been included in the proposed stormwater management system to the greatest extent practicable. The site consists entirely of HSG C soils. Standard 4 – Water Quality The proposed work promotes water quality by directing runoff to vegetated areas, rain gardens, stormwater depressions and vegetated swales. These structures will reduce total suspended solids and attenuate the temperature of runoff. However, it is impractical to provide water quality treatment for each individual parcel that fully meets the 80% TSS removal standard. Further discussion of this standard is included under “Water Quality” in Section III. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 9 Standard 5 - Higher Potential Pollutant Loads The proposed project is not expected to yield high potential pollutant loads. Standard 6 - Protection of Critical Areas The project site does not discharge to critical areas as defined in MADEP Stormwater Policy Handbook. A Public Water Supply Zone II is located approximately 1,600 feet outside the site limits. Standard 7 - Redevelopment Projects This project is not a redevelopment project. Standard 8 - Erosion/Sediment Control Minimum requirements for an erosion and sedimentation control plan have been noted on the plans. The owner/developer of each lot will be responsible for erosion control during construction. Details for proposed erosion control devices are included on the plans. An erosion control specification has been included in Appendix E. Standard 9 - Operation/Maintenance Plan An Operation and Maintenance Plan for the proposed project is included in Appendix D for each lot. It includes required maintenance for construction and long term maintenance of the stormwater management system. Each owner will be responsible for operation and maintenance of structures located on their property. Standard 10 – Prohibition of Illicit Discharges No Illicit Discharge Compliance Statement is included with this report. It will be the responsibility of each parcel owner to submit a statement prior to the discharge of any stormwater to post- construction BMPs. Sunwood Green – 95 Barrett Street Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. FIGURES PROJECT LOCATION Checked By: Drawn By: Revisions Scale: Date:Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The BerkshireDesign Group, Inc. c LOT 29-10 BURTS PIT ROAD FIG1 APRIL 18, 2017 1"=100' CMC LOCATION PLAN 0 400200100 600 Burts Pit Road Public Right Of Way ~ 49.5' Wide Woods Woods Woods Woods Woods Woods Painted Water Line SMH Rim=310.29' Guy Pole OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CBRim=311.61' CB Rim=311.48' MHRim=311.72' UP #73/73 SMHRim=312.64' UP #72/72 SMHRim=313.51' (NEW) UP #71 w/Transformer & Utility Boxes Guy Wires (Old) UP #71 G 4" Gas LineAs Marked BituminousDrivewayBituminousDrivewayBituminousDrivewayBituminousDrivewayEdge Of Pavement Edge Of Pavement Edge Of Pavement Edge Of Pavement Bituminous Curb Bituminous Concrete 320 315 316 317 318 319 31 4 31 5 310311 3 1 2 31 3 307308309314315316 317 318319320321322323 313 314 312 313 314 315316317318319320321322323312312313314315308309310311 312313 314 314 31 3 314314313312 311 31 0 313 X Checked By: Drawn By: Revisions Scale: Date:Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The BerkshireDesign Group, Inc. c LOT 29-10 BURTS PIT ROAD FIG2 APRIL 18, 2017 1"=40' CMC EXISTING CONDITIONS PLAN 0 804020 120 Burts Pit Road Public Right Of Way ~ 49.5' Wide Woods Woods Woods Woods Woods Woods Painted Water Line SMH Rim=310.29' Guy Pole OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CBRim=311.61' CB Rim=311.48' MHRim=311.72' UP #73/73 SMHRim=312.64' UP #72/72 SMHRim=313.51' (NEW) UP #71 w/Transformer & Utility Boxes Guy Wires (Old) UP #71 G 4" Gas LineAs Marked BituminousDrivewayBituminousDrivewayBituminousDrivewayBituminousDrivewayEdge Of Pavement Edge Of Pavement Edge Of Pavement Edge Of Pavement Bituminous Curb Bituminous Concrete 320 315 316 317 318 319 31 4 31 5 310311 3 1 2 31 3 307308309314315316 317 318319320321322323 313 314 312 313 314 315316317318319320321322323312312313314315308309310311 312313 314 314 31 3 314314313312 311 31 0 313 X Single Fam House Single Fam House Single Fam House Single FamHouseSingle FamHouseShedShedShedShedShed Shed Shed ShedShed ShedGarageGarageSingle FamHouseSingle FamHouseGarageGarageGarageGarageGarage Single Fam House Two Zero-Lot-L i n e One-Family Homes D D D D D D D D TP-1 TP-4 TP-3 TP-2 D D DD D DD312 31 2 . 5 D DDDDDD 311310308D31 4 NEW SHARED DRIVEWAY (TYP.) RAIN GARDENS RAIN GARDEN RAIN GARDEN RAIN GARDEN RAIN GARDEN RAIN GARDEN RAIN GARDEN (4) 8" D.I. DRAIN PIPES EXISTING GRADUAL SWALE TO REMAIN NEW SWALE TO INTERCEPT RUN-ON FROM UP GRADIENT NO-DISTURB PROTECTION AREA LIMIT OF WOODS TO REMAIN RAIN GARDEN RAIN GARDEN RAIN GARDEN RAIN GARDEN Checked By: Drawn By: Revisions Scale: Date:Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The BerkshireDesign Group, Inc. c LOT 29-10 BURTS PIT ROAD FIG3 APRIL 18, 2017 1"=50' CMC PROPOSED SITE PLAN 0 1005025 150 5/23/2017 - PLANNING/DPW COMMENTS 6/6/2017 - REV. STORMWATER MANAGEMENT Burts Pit Road Public Right Of Way ~ 49.5' Wide Woods Woods Woods Woods Woods Woods PaintedWater LineSMHRim=310.29' GasTest Valve GuyWire GuyPole UP #73.5/73-50 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CBRim=311.61' CBRim=311.48' MHRim=311.72' UP #73/73 SMHRim=312.64' UP #72/72 SMHRim=313.51' (NEW) UP #71w/Transformer & Utility Boxes Guy Wires (Old) UP #71 4" Gas LineAs Marked BituminousDrivewayBituminousDrivewayBituminousDriveway BituminousDrivewayEdge Of Pavement Edge Of Pavement Edge Of Pavement Edge Of Pavement Bituminous Curb Bituminous Concrete 320 315 316 317 318 319 31 4 31 5 31031 1 31 2 31 3 307308309314315316 317318319320321322 323 313 314 312 313 314315316317318319320321322323312312313314315308309310 311 312313 314 314 313 314314313312 311 31 0 309 313 X A2 TOT: 36,109 WD: 34,806 GR: 1,303 A1 TOT: 22,663 WD: 16,498 GR: 6,165 CP1 A4 WD: 24,021 A6 WD: 23,814 A7 TOT: 34,899 WD: 33,905 GR: 994 CP2 A9 TOT: 1,785 GR: 1,785 CP4A10 TOT: 2,526 WD: 684 GR: 1,842 Checked By: Drawn By: Revisions Scale: Date:Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The BerkshireDesign Group, Inc. c LOT 29-10 BURTS PIT ROAD FIG4 APRIL 18, 2017 1"=50' CMC EXISTING HYDROLOGY 0 1005025 150 LEGEND TOT: TOTAL AREA IM: IMPERVIOUS WD: WOODED GR: GRASS CP: CONTROL POINT (ALL AREAS SHOWN IN SQUARE FEET) 5/23/2017 - PLANNING/DPW COMMENTS 6/6/2017 - REV. STORMWATER MANAGEMENT Burts Pit Road Public Right Of Way ~ 49.5' Wide Woods Woods Woods Woods Woods Woods PaintedWater LineSMHRim=310.29' GasTest Valve GuyWire GuyPole UP #73.5/73-50 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CBRim=311.61' CBRim=311.48' MHRim=311.72' UP #73/73 SMHRim=312.64' UP #72/72 SMHRim=313.51' (NEW) UP #71w/Transformer & Utility Boxes Guy Wires (Old) UP #71 4" Gas LineAs Marked BituminousDrivewayBituminousDrivewayBituminousDriveway BituminousDrivewayEdge Of Pavement Edge Of Pavement Edge Of Pavement Edge Of Pavement Bituminous Curb Bituminous Concrete 320 315 316 317 318 319 31 4 31 5 31031 1 31 2 31 3 307308309314315316 317318319320321322 323 313 314 312 313 314315316317318319320321322323312312313314315308309310 311 312313 314 314 313 314314313312 311 31 0 309 313 X Single Fam House Single Fam House Single Fam House Single FamHouseSingle FamHouseShedShedShedShedShed Shed Shed ShedShed ShedGarageGarageSingle FamHouseSingle FamHouseGarageGarageGarageGarageGarage Single Fam House Two Zero-Lot-Lin e One-Family Homes DD DD DD DD TP-1 TP-4 TP-3 TP-2 314.5 315 314.0 314.2 314.6 314.0 314.5 314.5 313.8 313.3 313.75313.5 D D D314.0 D 314.5 313.3 313.8 314.5D312 313.8 313.8 314.3313.5 314.0 314.5 31 2 . 5 311.5 313.1 313.6 313.9 313.7 313.2 314.0 313.7 313.5 DDDD D 313.5 311.0 311.25 311.25 311.75 311310311.0 311.25 311.5 312.5 313.0 311.5 309.75 308.5 309.0308 309.2314.0 314.0 D311.25 314.1 311.7 314.3 313.7 313.5 314.3 306.9 2 308. 6 6 306.8 5 306.8 3 306.7 3 306. 5 8 306.7 1 312.7 313.3 311.5 311.8 314.4 315.5 313.1 313.5 313.5 314.2 312.5 313.5 313.3 314.0 306.9 307.5 307.5 307.8 31 4 313.7 313.9 309.75 309.2309.4309.5 313.9 311.1 311.2 312.7312.5 311.4 310.0 309.5 308.75 309.0 A2 TOT: 20,099 IM: 2,149 SF WD: 8,993 GR: 8,957 RG3A H3IM: 656 SF A4 TOT: 9,231 IM: 3,057 WD: 2,654 GR: 3,520 RG5A A6 TOT: 16,652 WD: 12,931 GR: 3,721 RG7A A7 TOT: 12,695 IM: 1,527 GR: 11,168 H8IM: 1,264 SFA6y TOT: 13,580 WD: 11,760 GR: 1,820 SWALE S495' @ 3.7%SWALE S5 80' @ 1.5% RG8B RG10B A2x TOT: 22,032 WD: 17,834 GR: 4,198 H9 IM: 780 SFH10IM: 1,264 SFA11 TOT: 6,489 IM: 1,818 WD: 266 GR: 4,405 RG9A RG10AA5 TOT: 5,836 IM: 600 WD: 1,614 GR: 3,622 A4x TOT: 7,411 WD: 6,884 GR: 527 A8 TOT: 14,683 IM: 96 WD: 3,209 GR: 11,378 RG6B RG1A RG4A RG8A RG6A A9 TOT: 3,675 IMP: 561 GR: 3,114 A10 TOT: 1,593 IMP: 204 GR: 1,389 A12 TOT: 8,906 IM: 2,572 WD: 2,911 GR: 3,423 SWA L E S570' @ 1 . 5% Checked By: Drawn By: Revisions Scale: Date:Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The BerkshireDesign Group, Inc. c LOT 29-10 BURTS PIT ROAD FIG5 APRIL 18, 2017 1"=50' CMC PROPOSED HYDROLOGY 0 1005025 150 LEGEND TOT: TOTAL AREA IM: IMPERVIOUS WD: WOODED GR: GRASS CP: CONTROL POINT (ALL AREAS SHOWN IN SQUARE FEET) 5/23/2017 - PLANNING/DPW COMMENTS 6/6/2017 - REV. STORMWATER MANAGEMENT Sunwood Green – 95 Barrett Street Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Appendix A – NRCS Soil Report United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hampshire County, Massachusetts, Central Part Burts Pit Rd Subdivision Natural Resources Conservation Service November 29, 2016 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................7 Soil Map................................................................................................................8 Legend..................................................................................................................9 Map Unit Legend................................................................................................10 Map Unit Descriptions........................................................................................10 Hampshire County, Massachusetts, Central Part...........................................12 88B—Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony..........12 253D—Hinckley loamy sand, 15 to 25 percent slopes................................13 306B—Paxton fine sandy loam, 0 to 8 percent slopes, very stony.............14 311B—Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony.....16 398B—Wethersfield fine sandy loam, 3 to 8 percent slopes, very stony....17 398C—Wethersfield fine sandy loam, 8 to 15 percent slopes, very stony.....................................................................................................19 References............................................................................................................21 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 8 Custom Soil Resource Report Soil Map 46869804687030468708046871304687180468723046872804686980468703046870804687130468718046872304687280690730 690780 690830 690880 690930 690980 691030 691080 691130 691180 690730 690780 690830 690880 690930 690980 691030 691080 691130 691180 42° 18' 52'' N 72° 41' 9'' W42° 18' 52'' N72° 40' 47'' W42° 18' 41'' N 72° 41' 9'' W42° 18' 41'' N 72° 40' 47'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600Feet 0 30 60 120 180Meters Map Scale: 1:2,280 if printed on A landscape (11" x 8.5") sheet. Warning: Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 11, Sep 14, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 28, 2011—Apr 18, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 9 Map Unit Legend Hampshire County, Massachusetts, Central Part (MA609) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 88B Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony 0.1 0.6% 253D Hinckley loamy sand, 15 to 25 percent slopes 2.0 9.9% 306B Paxton fine sandy loam, 0 to 8 percent slopes, very stony 1.2 6.1% 311B Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony 2.5 12.3% 398B Wethersfield fine sandy loam, 3 to 8 percent slopes, very stony 13.7 66.7% 398C Wethersfield fine sandy loam, 8 to 15 percent slopes, very stony 0.9 4.4% Totals for Area of Interest 20.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been Custom Soil Resource Report 10 observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 11 Hampshire County, Massachusetts, Central Part 88B—Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 9b1m Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Ridgebury and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ridgebury Setting Landform: Depressions Landform position (three-dimensional): Dip Down-slope shape: Convex Across-slope shape: Linear Parent material: Friable loamy eolian deposits over dense loamy lodgment till derived from granite and gneiss Typical profile H1 - 0 to 2 inches: gravelly fine sandy loam H2 - 2 to 15 inches: gravelly sandy loam H3 - 15 to 60 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Percent of area covered with surface fragments: 2.0 percent Depth to restrictive feature: 10 to 25 inches to densic material Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 1.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: D Hydric soil rating: Yes Minor Components Scituate Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 12 Whitman Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Woodbridge Percent of map unit: 5 percent Hydric soil rating: No 253D—Hinckley loamy sand, 15 to 25 percent slopes Map Unit Setting National map unit symbol: 2svmc Elevation: 0 to 1,460 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Hinckley and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform: Kames, outwash plains, kame terraces, outwash terraces, eskers, outwash deltas, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, riser Down-slope shape: Linear, concave, convex Across-slope shape: Convex, linear, concave Parent material: Sandy and gravelly glaciofluvial deposits derived from gneiss and/ or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Low Custom Soil Resource Report 13 Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Hydric soil rating: No Minor Components Merrimac Percent of map unit: 8 percent Landform: Kames, outwash plains, outwash terraces, eskers, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope, crest, head slope, nose slope, riser Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Windsor Percent of map unit: 5 percent Landform: Kames, outwash plains, kame terraces, outwash terraces, eskers, outwash deltas, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, riser Down-slope shape: Linear, concave, convex Across-slope shape: Convex, linear, concave Hydric soil rating: No Sudbury Percent of map unit: 2 percent Landform: Outwash plains, kame terraces, outwash terraces, eskers, outwash deltas, moraines Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Base slope, tread Down-slope shape: Concave, linear, convex Across-slope shape: Linear, concave, convex Hydric soil rating: No 306B—Paxton fine sandy loam, 0 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 2w673 Custom Soil Resource Report 14 Elevation: 0 to 1,340 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Paxton, very stony, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton, Very Stony Setting Landform: Drumlins, ground moraines, hills Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Crest, side slope Down-slope shape: Linear, convex Across-slope shape: Convex, linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 10 inches: fine sandy loam Bw1 - 10 to 17 inches: fine sandy loam Bw2 - 17 to 28 inches: fine sandy loam Cd - 28 to 67 inches: gravelly fine sandy loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: 20 to 43 inches to densic material Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Hydric soil rating: No Minor Components Woodbridge, very stony Percent of map unit: 8 percent Landform: Drumlins, ground moraines, hills Landform position (two-dimensional): Backslope, footslope, summit Landform position (three-dimensional): Side slope, crest Down-slope shape: Concave Custom Soil Resource Report 15 Across-slope shape: Linear Hydric soil rating: No Ridgebury, very stony Percent of map unit: 4 percent Landform: Depressions, drumlins, ground moraines, hills, drainageways Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, head slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Charlton, very stony Percent of map unit: 3 percent Landform: Hills Landform position (two-dimensional): Shoulder, summit, backslope Landform position (three-dimensional): Crest, side slope Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No 311B—Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 2t2qr Elevation: 0 to 1,440 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Woodbridge, very stony, and similar soils: 82 percent Minor components: 18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodbridge, Very Stony Setting Landform: Drumlins, ground moraines, hills Landform position (two-dimensional): Backslope, footslope, summit Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 9 inches: fine sandy loam Bw1 - 9 to 20 inches: fine sandy loam Custom Soil Resource Report 16 Bw2 - 20 to 32 inches: fine sandy loam Cd - 32 to 67 inches: gravelly fine sandy loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: 20 to 43 inches to densic material Natural drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 19 to 27 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C/D Hydric soil rating: No Minor Components Paxton, very stony Percent of map unit: 10 percent Landform: Drumlins, ground moraines, hills Landform position (two-dimensional): Shoulder, backslope, summit Landform position (three-dimensional): Crest, side slope Down-slope shape: Linear, convex Across-slope shape: Convex, linear Hydric soil rating: No Ridgebury, very stony Percent of map unit: 8 percent Landform: Depressions, drumlins, ground moraines, hills, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope, head slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 398B—Wethersfield fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 9b2b Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Custom Soil Resource Report 17 Map Unit Composition Wethersfield and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wethersfield Setting Landform: Hills Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Friable coarse-loamy eolian deposits over firm loamy basal till derived from sandstone and shale Typical profile H1 - 0 to 9 inches: fine sandy loam H2 - 9 to 16 inches: fine sandy loam H3 - 16 to 23 inches: loam H4 - 23 to 26 inches: gravelly loam H5 - 26 to 60 inches: very gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Percent of area covered with surface fragments: 2.0 percent Depth to restrictive feature: 20 to 31 inches to densic material Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Hydric soil rating: No Minor Components Paxton Percent of map unit: 5 percent Hydric soil rating: No Ridgebury Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Woodbridge Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 18 398C—Wethersfield fine sandy loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 9b2c Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Wethersfield and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wethersfield Setting Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Friable coarse-loamy eolian deposits over firm loamy basal till derived from sandstone and shale Typical profile H1 - 0 to 9 inches: fine sandy loam H2 - 9 to 16 inches: fine sandy loam H3 - 16 to 23 inches: loam H4 - 23 to 26 inches: gravelly loam H5 - 26 to 60 inches: very gravelly fine sandy loam Properties and qualities Slope: 8 to 15 percent Percent of area covered with surface fragments: 2.0 percent Depth to restrictive feature: 20 to 31 inches to densic material Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Hydric soil rating: No Custom Soil Resource Report 19 Minor Components Paxton Percent of map unit: 5 percent Hydric soil rating: No Ridgebury Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Woodbridge Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 20 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 22 Sunwood Green – 95 Barrett Street Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Appendix B – Subsurface Investigation Results 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com The Berkshire Design Group, Inc. January 12, 2017 Wayne Feiden Office of Planning & Sustainability City of Northampton 210 Main Street, #11 Northampton, MA 01060 RE: Burts Pit Road – Lot 29/10 Soil Evaluation Dear Wayne: On January 12, 2017, a soil evaluator from The Berkshire Design Group visited the site of the proposed residential development on Burts Pit Road (Lot 29-10, approx. 781 Burts Pit Rd.). The purpose of this soil evaluation was to determine the suitability of the in-situ soils for the design of stormwater management systems for the future residential lots. Investigation The test locations were selected based on a preliminary layout of the proposed lots, and in order to provide a comprehensive evaluation of soils across the site. Overall, we conducted 4 test pits. A plan of the test pit locations and soil logs is attached. Soils were found to be highly consistent across the site. The typical test pit revealed 6-8 inches of topsoil underlain by sandy loam subsoil. The site is underlain by a dense layer of red glacial till that is classified as sandy loam. In general, all soils have a significant gravel content, and are dotted with larger stones and cobbles, but soil texture becomes slightly more fine with depth. Seasonal high groundwater was estimated to occur at a depth of 24-36” across the site. Conclusion Overall, site soils are poorly suited to infiltration and groundwater recharge due to the fine soil texture and shallow groundwater. If you have any questions on this evaluation, please do not hesitate to contact me at (413) 582-7000 or chrisc@berkshiredesign.com Sincerely, The Berkshire Design Group, Inc. Christopher Chamberland, P.E. Civil Engineer 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com The Berkshire Design Group, Inc. June 1, 2017 Wayne Feiden Office of Planning & Sustainability City of Northampton 210 Main Street, #11 Northampton, MA 01060 RE: Burts Pit Road – Lot 29/10 Additional Soil Evaluation Dear Wayne: On June 1, 2017 a soil evaluator from The Berkshire Design Group visited the site of the proposed residential development on Burts Pit Road (Lot 29-10, approx. 781 Burts Pit Rd.). The purpose of this supplemental soil evaluation was to confirm previous determinations of the suitability of the in-situ soils for the design of stormwater management systems for the future residential lots. Soil samples were extracted with a hand auger to further investigate the area around Test Pit 2. The two soil probe locations are noted on the attached location plan. In both samples, heavily saturated soils were encountered at a depth of approximately 30”, along with the presence of possible redoxomorphic features. It was difficult to discern the presence of redoxomorphic features due to the soil color. Dense glacial till was encountered below this depth. Soil texture was found to be sandy loam. These results are consistent with the presence of seasonal high groundwater at a depth of 30”. Overall, these results are consistent with the findings of the original soil evaluation. If you have any questions on this evaluation, please do not hesitate to contact me at (413) 582-7000 or chrisc@berkshiredesign.com. Sincerely, The Berkshire Design Group, Inc. Christopher Chamberland, P.E. Civil Engineer TP-1.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 1 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Tofino Associates Owner Name 781 Burts Pit Rd (Approximate) Street Address 29/10 Map/Lot # Northampton City MA State 01060 Zip Code B. Site Information 1. (Check one) New Construction Upgrade Repair 2. Soil Survey Available? Yes No If yes: USDA/NRCS Source 398C Soil Map Unit Wethersfield Fine Sandy Loam Soil Name Dense Material @ 20-31", Water Table @ 18-30" Soil Limitations Friable Coarse-Loamy eolian over Firm Loamy Basal Till Geologic/Parent Material Hills Landform 3. Surficial Geological Report Available? Yes No If yes: 2010/USGS Year Published/Source 1:24,000 Publication Scale Thin Till Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? Yes No If Yes, continue to #5. Within the 100-year flood boundary? Yes No 5. Within a velocity zone? Yes No 6. Within a Mapped Wetland Area? Yes No MassGIS Wetland Data Layer: --- Wetland Type 7. Current Water Resource Conditions (USGS): 12/2016 Month/Year Range: Above Normal Normal Below Normal 8. Other references reviewed: --- TP-1.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-1 1/12/2017 Date 8:15 am Time Cloudy, 45° Weather 1. Location Ground Elevation at Surface of Hole: 312 feet Latitude/Longitude: N 42°18'47.25" / W 72°40'59.23" Description of Location: Woods on north side of Burts Pit Road 2. Land Use Woodland (e.g., woodland, agricultural field, vacant lot, etc.) Numerous stones and boulders Surface Stones (e.g., cobbles, stones, boulders, etc.) 0-2 Slope (%) Deciduous Trees Vegetation Hill Landform BS Position on Landscape (SU, SH, BS, FS, TS) 3. Distances from: Open Water Body --- feet Drainage Way --- feet Wetlands --- feet Property Line 91 feet Drinking Water Well --- feet Other --- feet 4. Parent Material: Basal till Unsuitable Materials Present: Yes No If Yes: Disturbed Soil Fill Material Impervious Layer(s) Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: --- Depth Weeping from Pit --- Depth Standing Water in Hole Estimated Depth to High Groundwater: 30 inches 309.5 elevation TP-1.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-1 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-8 Ap 10 YR 3/3 Sandy Loam 10 1 Granular Very Friable --- 8-30 Bw 10 YR 4/6 * * * Sandy Loam 10 1 Massive Very Friable --- 30-42 C1 5 YR 4/4 Sandy Loam 10 1 Massive Very Friable ** 42-60 C2 2.5 YR 3/4 Sandy Loam 10 1 Massive Friable ** Additional Notes: TP-2.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-2 1/12/2017 Date 9:30 am Time Cloudy, 45° Weather 1. Location Ground Elevation at Surface of Hole: 315.5 feet Latitude/Longitude: N 42°18'48.13" / W 72°41'00.31" Description of Location: Woods on north side of Burts Pit Road 2. Land Use Woodland (e.g., woodland, agricultural field, vacant lot, etc.) Numerous stones and boulders Surface Stones (e.g., cobbles, stones, boulders, etc.) 0-2 Slope (%) Deciduous Trees Vegetation Hill Landform BS Position on Landscape (SU, SH, BS, FS, TS) 3. Distances from: Open Water Body --- feet Drainage Way --- feet Wetlands --- feet Property Line 235 feet Drinking Water Well --- feet Other --- feet 4. Parent Material: Basal till Unsuitable Materials Present: Yes No If Yes: Disturbed Soil Fill Material Impervious Layer(s) Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: --- Depth Weeping from Pit --- Depth Standing Water in Hole Estimated Depth to High Groundwater: inches 313 elevation TP-2.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-2 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-6 Ap 10 YR 2/2 Sandy Loam 10 1 Granular Very Friable --- 6-30 Bw 10 YR 4/6 * * * Sandy Loam 10 1 Massive Very Friable --- 30-40 C1 5 YR 4/4 Sandy Loam 10 1 Massive Very Friable ** 40-60 C2 2.5 YR 4/4 Sandy Loam 10 1 Massive Friable ** Additional Notes: TP-3.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-3 1/12/2017 Date 10:20 am Time Cloudy, 48° Weather 1. Location Ground Elevation at Surface of Hole: 312.5 feet Latitude/Longitude: N 42°18'43.76" / W 72°41'00.28" Description of Location: Woods on north side of Burts Pit Road 2. Land Use Woodland (e.g., woodland, agricultural field, vacant lot, etc.) Numerous stones and boulders Surface Stones (e.g., cobbles, stones, boulders, etc.) 2-5 Slope (%) Deciduous Trees Vegetation Hill Landform BS Position on Landscape (SU, SH, BS, FS, TS) 3. Distances from: Open Water Body --- feet Drainage Way --- feet Wetlands --- feet Property Line 20 feet Drinking Water Well --- feet Other --- feet 4. Parent Material: Basal till Unsuitable Materials Present: Yes No If Yes: Disturbed Soil Fill Material Impervious Layer(s) Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: 22 Depth Weeping from Pit 42 Depth Standing Water in Hole Estimated Depth to High Groundwater: inches 310.5 elevation TP-3.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-3 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-6 Ap 10 YR 2/2 Sandy Loam 10 1 Granular Very Friable --- 6-26 Bw 10 YR 3/6 * * * Sandy Loam 10 1 Massive Very Friable --- 26-40 C1 5 YR 4/4 Sandy Loam 10 1 Massive Very Friable ** 40-60 C2 2.5 YR 4/4 Sandy Loam 10 1 Massive Friable ** Additional Notes: TP-4.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-4 1/12/2017 Date 11:00 am Time Cloudy, 50° Weather 1. Location Ground Elevation at Surface of Hole: 309.5 feet Latitude/Longitude: N 42°18'45.54" / W 72°41'00.89" Description of Location: Woods on north side of Burts Pit Road 2. Land Use Woodland (e.g., woodland, agricultural field, vacant lot, etc.) Numerous stones and boulders Surface Stones (e.g., cobbles, stones, boulders, etc.) 2-5 Slope (%) Deciduous Trees Vegetation Hill Landform BS Position on Landscape (SU, SH, BS, FS, TS) 3. Distances from: Open Water Body --- feet Drainage Way --- feet Wetlands --- feet Property Line 100 feet Drinking Water Well --- feet Other --- feet 4. Parent Material: Basal till Unsuitable Materials Present: Yes No If Yes: Disturbed Soil Fill Material Impervious Layer(s) Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: 24 Depth Weeping from Pit 44 Depth Standing Water in Hole Estimated Depth to High Groundwater: inches 307.5 elevation TP-4.docx • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 8 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-4 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-8 Ap 10 YR 2/2 Sandy Loam 10 1 Granular Very Friable --- 8-24 Bw 10 YR 4/4 * * * Sandy Loam 10 1 Massive Very Friable --- 24-40 C1 5 YR 4/4 Sandy Loam 10 1 Massive Very Friable ** 40-60 C2 2.5 YR 4/4 Sandy Loam 10 1 Massive Friable ** Additional Notes: Center 6"x6" Concrete Bound R e m a i n s Flush Center6"x6" Concrete Bound Re m a i n s Flush At Base3/4" Iron Pipe 0.17' Burts Pit Road Public Right Of Way ~ 49.5' Wide Center 6"x6" Concrete Bound Remains Flush Center6"x6" Concrete Bound Remains Flush At Base3/4" Iron Pipe Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake SetAt Approx. Cor. Stake SetAt Approx. Cor. Stake SetAt Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake Set At Approx. Cor. Stake SetAt Approx. Cor. Stake SetAt Approx. Cor. Woods Woods Woods Woods Woods Woods Dirt Pile Dirt Pile Dirt Pile Area Of MultipleDebris Piles Painted Water LineSMH Rim=310.29' Guy Pole Vertical PVC Pipe(Monitoring Well?) Vertical PVC Pipe(Monitoring Well?) TBM=Top Spindle Of Hydrant El: 312.49' TBM=Top Spindle Of Hydrant El: 314.83' OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CBRim=311.61' CB Rim=311.48' MHRim=311.72' UP #73/73 SMHRim=312.64' UP #72/72 TBM=Railroad Spike South Side UP#72/72 El: 315.77' SMHRim=313.51' (NEW) UP #71 w/Transformer & Utility Boxes Guy Wires (Old) UP #71 4" Gas Line As Marked BituminousDrivewayBituminousDrivewayBituminousDrivewayBituminousDrivewayEdge Of Pavement Edge Of Pavement Edge Of Pavement Edge Of Pavement Bituminous Curb Bituminous Concrete Woods PathWoods Path320 315 316 317 318 319 31 4 31 5 3103 1 1 31 2 31 3 307308309314 315316 317318319320321322323 313 314 312 313 314 315316317318319 320321 322 323 312 312313314315308309310311 312313 314 314 31 3 314314313312 311 31 0 313 TP-1 TP-4 TP-3 TP-2 SP-B SP-A Checked By: Drawn By: Revisions Scale: Date:Sheet Number This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Landscape Architecture Civil Engineering Planning Berkshire Group, Inc. Design The Do not scale drawing for quantity take-offs or construction. Use written dimensions only. If dimensions are incomplete, contact The Berkshire Design Group Inc. for clarification. Land Surveying Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The BerkshireDesign Group, Inc. c LOT 29-10 BURTS PIT ROAD C-1 JANUARY 12, 2017 1"=40' CMC TEST PIT LOCATIONS 0 804020 120 Sunwood Green – 95 Barrett Street Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Appendix C – Stormwater Hydrology Calculations A1 General Drainage Area A10 General Drainage Area A2 General Drainage Area A3 General Drainage Area A4 General Drainage Area A5 General Drainage Area A6 General Drainage Area A7 General Drainage Area A8 General Drainage Area A9 General Drainage Area CP1 Control Point 1 CP2 Control Point 2 CP3 Control Point 3 CP4 Control Point 4 CPT Control Point for Total Offsite Runoff S1 Swale Segment S2 Swale Segment S3 Swale Segment Routing Diagram for Burts Bog Existing Prepared by Microsoft, Printed 6/6/2017 HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 2HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=22,663 sf 0.00% Impervious Runoff Depth>0.76"Subcatchment A1: General Drainage Area Flow Length=315' Slope=0.1112 '/' Tc=4.9 min CN=71 Runoff=0.43 cfs 0.033 af Runoff Area=2,526 sf 0.00% Impervious Runoff Depth>0.86"Subcatchment A10: General Drainage Area Flow Length=15' Slope=0.0200 '/' Tc=1.0 min CN=73 Runoff=0.06 cfs 0.004 af Runoff Area=36,109 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A2: General Drainage Area Flow Length=400' Slope=0.1440 '/' Tc=5.4 min CN=70 Runoff=0.62 cfs 0.049 af Runoff Area=17,501 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A3: General Drainage Area Flow Length=300' Slope=0.1200 '/' Tc=4.7 min CN=70 Runoff=0.31 cfs 0.024 af Runoff Area=24,021 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A4: General Drainage Area Flow Length=300' Slope=0.0816 '/' Tc=5.7 min CN=70 Runoff=0.41 cfs 0.033 af Runoff Area=4,247 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A5: General Drainage Area Flow Length=100' Slope=0.0706 '/' Tc=2.5 min CN=70 Runoff=0.08 cfs 0.006 af Runoff Area=23,814 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A6: General Drainage Area Flow Length=480' Slope=0.2419 '/' Tc=4.8 min CN=70 Runoff=0.42 cfs 0.032 af Runoff Area=34,899 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A7: General Drainage Area Flow Length=425' Slope=0.1340 '/' Tc=5.8 min CN=70 Runoff=0.59 cfs 0.048 af Runoff Area=19,604 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A8: General Drainage Area Flow Length=400' Slope=0.2244 '/' Tc=4.3 min CN=70 Runoff=0.35 cfs 0.027 af Runoff Area=1,785 sf 0.00% Impervious Runoff Depth>0.91"Subcatchment A9: General Drainage Area Flow Length=15' Slope=0.0200 '/' Tc=0.9 min CN=74 Runoff=0.05 cfs 0.003 af Inflow=2.54 cfs 0.224 afReach CP1: Control Point 1 Outflow=2.54 cfs 0.224 af Inflow=0.35 cfs 0.027 afReach CP2: Control Point 2 Outflow=0.35 cfs 0.027 af Inflow=0.05 cfs 0.003 afReach CP3: Control Point 3 Outflow=0.05 cfs 0.003 af Inflow=0.06 cfs 0.004 afReach CP4: Control Point 4 Outflow=0.06 cfs 0.004 af Inflow=2.91 cfs 0.258 afReach CPT: Control Point for Total Offsite Runoff Outflow=2.91 cfs 0.258 af Avg. Flow Depth=0.09' Max Vel=0.93 fps Inflow=1.64 cfs 0.142 afReach S1: Swale Segment n=0.030 L=100.0' S=0.0150 '/' Capacity=293.15 cfs Outflow=1.59 cfs 0.142 af Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 3HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Avg. Flow Depth=0.07' Max Vel=0.86 fps Inflow=1.06 cfs 0.086 afReach S2: Swale Segment n=0.030 L=150.0' S=0.0183 '/' Capacity=324.09 cfs Outflow=0.98 cfs 0.086 af Avg. Flow Depth=0.05' Max Vel=1.23 fps Inflow=1.00 cfs 0.080 afReach S3: Swale Segment n=0.030 L=50.0' S=0.0500 '/' Capacity=535.22 cfs Outflow=1.00 cfs 0.080 af Total Runoff Area = 4.297 ac Runoff Volume = 0.259 af Average Runoff Depth = 0.72" 100.00% Pervious = 4.297 ac 0.00% Impervious = 0.000 ac Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 4HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A1: General Drainage Area Runoff = 0.43 cfs @ 12.08 hrs, Volume= 0.033 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 16,498 70 Woods, Good, HSG C 6,165 74 >75% Grass cover, Good, HSG C 22,663 71 Weighted Average 22,663 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 315 0.1112 1.07 Lag/CN Method, Tc Contour Length= 315' Interval= 8' Summary for Subcatchment A10: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.06 cfs @ 12.02 hrs, Volume= 0.004 af, Depth> 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,842 74 >75% Grass cover, Good, HSG C 684 70 Woods, Good, HSG C 2,526 73 Weighted Average 2,526 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 15 0.0200 0.26 Lag/CN Method, Summary for Subcatchment A2: General Drainage Area Runoff = 0.62 cfs @ 12.09 hrs, Volume= 0.049 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 34,806 70 Woods, Good, HSG C 1,303 74 >75% Grass cover, Good, HSG C 36,109 70 Weighted Average 36,109 100.00% Pervious Area Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 5HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 400 0.1440 1.24 Lag/CN Method, Tc Contour Length= 400' Interval= 13' Summary for Subcatchment A3: General Drainage Area Runoff = 0.31 cfs @ 12.08 hrs, Volume= 0.024 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 15,893 70 Woods, Good, HSG C 1,608 74 >75% Grass cover, Good, HSG C 17,501 70 Weighted Average 17,501 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 300 0.1200 1.07 Lag/CN Method, Tc Contour Length= 300' Interval= 7' Summary for Subcatchment A4: General Drainage Area Runoff = 0.41 cfs @ 12.10 hrs, Volume= 0.033 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 24,021 70 Woods, Good, HSG C 24,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 300 0.0816 0.88 Lag/CN Method, Tc Contour Length= 280' Interval= 7' Summary for Subcatchment A5: General Drainage Area Runoff = 0.08 cfs @ 12.05 hrs, Volume= 0.006 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 6HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 4,247 70 Woods, Good, HSG C 4,247 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0706 0.66 Lag/CN Method, Tc Contour Length= 100' Interval= 3' Summary for Subcatchment A6: General Drainage Area Runoff = 0.42 cfs @ 12.08 hrs, Volume= 0.032 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 23,814 70 Woods, Good, HSG C 23,814 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 480 0.2419 1.67 Lag/CN Method, Tc Contour Length= 480' Interval= 12' Summary for Subcatchment A7: General Drainage Area Runoff = 0.59 cfs @ 12.10 hrs, Volume= 0.048 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 33,905 70 Woods, Good, HSG C 994 74 >75% Grass cover, Good, HSG C 34,899 70 Weighted Average 34,899 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 425 0.1340 1.21 Lag/CN Method, Tc Contour Length= 425' Interval= 11' Summary for Subcatchment A8: General Drainage Area Runoff = 0.35 cfs @ 12.08 hrs, Volume= 0.027 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 7HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 19,262 70 Woods, Good, HSG C 342 74 >75% Grass cover, Good, HSG C 19,604 70 Weighted Average 19,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 400 0.2244 1.55 Lag/CN Method, Tc Contour Length= 400' Interval= 11' Summary for Subcatchment A9: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 12.02 hrs, Volume= 0.003 af, Depth> 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,785 74 >75% Grass cover, Good, HSG C 1,785 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 15 0.0200 0.27 Lag/CN Method, Summary for Reach CP1: Control Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.748 ac, 0.00% Impervious, Inflow Depth > 0.72" for 2-Year event Inflow = 2.54 cfs @ 12.12 hrs, Volume= 0.224 af Outflow = 2.54 cfs @ 12.12 hrs, Volume= 0.224 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP2: Control Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.450 ac, 0.00% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 0.35 cfs @ 12.08 hrs, Volume= 0.027 af Outflow = 0.35 cfs @ 12.08 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 8HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Reach CP3: Control Point 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth > 0.91" for 2-Year event Inflow = 0.05 cfs @ 12.02 hrs, Volume= 0.003 af Outflow = 0.05 cfs @ 12.02 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP4: Control Point 4 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.058 ac, 0.00% Impervious, Inflow Depth > 0.86" for 2-Year event Inflow = 0.06 cfs @ 12.02 hrs, Volume= 0.004 af Outflow = 0.06 cfs @ 12.02 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPT: Control Point for Total Offsite Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.297 ac, 0.00% Impervious, Inflow Depth > 0.72" for 2-Year event Inflow = 2.91 cfs @ 12.11 hrs, Volume= 0.258 af Outflow = 2.91 cfs @ 12.11 hrs, Volume= 0.258 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S1: Swale Segment [62] Hint: Exceeded Reach S2 OUTLET depth by 0.02' @ 12.16 hrs Inflow Area = 2.399 ac, 0.00% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 1.64 cfs @ 12.12 hrs, Volume= 0.142 af Outflow = 1.59 cfs @ 12.14 hrs, Volume= 0.142 af, Atten= 3%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.93 fps, Min. Travel Time= 1.8 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 4.2 min Peak Storage= 171 cf @ 12.14 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 293.15 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 100.0' Slope= 0.0150 '/' Inlet Invert= 308.00', Outlet Invert= 306.50' Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 9HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC ‡ Summary for Reach S2: Swale Segment [62] Hint: Exceeded Reach S3 OUTLET depth by 2.27' @ 12.18 hrs Inflow Area = 1.445 ac, 0.00% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 1.06 cfs @ 12.10 hrs, Volume= 0.086 af Outflow = 0.98 cfs @ 12.13 hrs, Volume= 0.086 af, Atten= 8%, Lag= 2.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.86 fps, Min. Travel Time= 2.9 min Avg. Velocity = 0.37 fps, Avg. Travel Time= 6.7 min Peak Storage= 171 cf @ 12.13 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 324.09 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 150.0' Slope= 0.0183 '/' Inlet Invert= 310.75', Outlet Invert= 308.00' ‡ Summary for Reach S3: Swale Segment Inflow Area = 1.348 ac, 0.00% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 1.00 cfs @ 12.09 hrs, Volume= 0.080 af Outflow = 1.00 cfs @ 12.10 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.23 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 1.6 min Peak Storage= 41 cf @ 12.10 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 535.22 cfs Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 10HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0500 '/' Inlet Invert= 311.00', Outlet Invert= 308.50' ‡ Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 11HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=22,663 sf 0.00% Impervious Runoff Depth>1.74"Subcatchment A1: General Drainage Area Flow Length=315' Slope=0.1112 '/' Tc=4.9 min CN=71 Runoff=1.08 cfs 0.076 af Runoff Area=2,526 sf 0.00% Impervious Runoff Depth>1.90"Subcatchment A10: General Drainage Area Flow Length=15' Slope=0.0200 '/' Tc=1.0 min CN=73 Runoff=0.15 cfs 0.009 af Runoff Area=36,109 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A2: General Drainage Area Flow Length=400' Slope=0.1440 '/' Tc=5.4 min CN=70 Runoff=1.61 cfs 0.115 af Runoff Area=17,501 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A3: General Drainage Area Flow Length=300' Slope=0.1200 '/' Tc=4.7 min CN=70 Runoff=0.80 cfs 0.056 af Runoff Area=24,021 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A4: General Drainage Area Flow Length=300' Slope=0.0816 '/' Tc=5.7 min CN=70 Runoff=1.06 cfs 0.077 af Runoff Area=4,247 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A5: General Drainage Area Flow Length=100' Slope=0.0706 '/' Tc=2.5 min CN=70 Runoff=0.21 cfs 0.014 af Runoff Area=23,814 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A6: General Drainage Area Flow Length=480' Slope=0.2419 '/' Tc=4.8 min CN=70 Runoff=1.09 cfs 0.076 af Runoff Area=34,899 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A7: General Drainage Area Flow Length=425' Slope=0.1340 '/' Tc=5.8 min CN=70 Runoff=1.54 cfs 0.112 af Runoff Area=19,604 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A8: General Drainage Area Flow Length=400' Slope=0.2244 '/' Tc=4.3 min CN=70 Runoff=0.91 cfs 0.063 af Runoff Area=1,785 sf 0.00% Impervious Runoff Depth>1.97"Subcatchment A9: General Drainage Area Flow Length=15' Slope=0.0200 '/' Tc=0.9 min CN=74 Runoff=0.11 cfs 0.007 af Inflow=6.92 cfs 0.524 afReach CP1: Control Point 1 Outflow=6.92 cfs 0.524 af Inflow=0.91 cfs 0.063 afReach CP2: Control Point 2 Outflow=0.91 cfs 0.063 af Inflow=0.11 cfs 0.007 afReach CP3: Control Point 3 Outflow=0.11 cfs 0.007 af Inflow=0.15 cfs 0.009 afReach CP4: Control Point 4 Outflow=0.15 cfs 0.009 af Inflow=7.91 cfs 0.603 afReach CPT: Control Point for Total Offsite Runoff Outflow=7.91 cfs 0.603 af Avg. Flow Depth=0.14' Max Vel=1.27 fps Inflow=4.44 cfs 0.334 afReach S1: Swale Segment n=0.030 L=100.0' S=0.0150 '/' Capacity=293.15 cfs Outflow=4.37 cfs 0.333 af Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 12HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Avg. Flow Depth=0.11' Max Vel=1.17 fps Inflow=2.78 cfs 0.201 afReach S2: Swale Segment n=0.030 L=150.0' S=0.0183 '/' Capacity=324.09 cfs Outflow=2.66 cfs 0.201 af Avg. Flow Depth=0.09' Max Vel=1.65 fps Inflow=2.61 cfs 0.188 afReach S3: Swale Segment n=0.030 L=50.0' S=0.0500 '/' Capacity=535.22 cfs Outflow=2.61 cfs 0.188 af Total Runoff Area = 4.297 ac Runoff Volume = 0.604 af Average Runoff Depth = 1.69" 100.00% Pervious = 4.297 ac 0.00% Impervious = 0.000 ac Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 13HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A1: General Drainage Area Runoff = 1.08 cfs @ 12.08 hrs, Volume= 0.076 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 16,498 70 Woods, Good, HSG C 6,165 74 >75% Grass cover, Good, HSG C 22,663 71 Weighted Average 22,663 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 315 0.1112 1.07 Lag/CN Method, Tc Contour Length= 315' Interval= 8' Summary for Subcatchment A10: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.15 cfs @ 12.02 hrs, Volume= 0.009 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,842 74 >75% Grass cover, Good, HSG C 684 70 Woods, Good, HSG C 2,526 73 Weighted Average 2,526 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 15 0.0200 0.26 Lag/CN Method, Summary for Subcatchment A2: General Drainage Area Runoff = 1.61 cfs @ 12.09 hrs, Volume= 0.115 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 34,806 70 Woods, Good, HSG C 1,303 74 >75% Grass cover, Good, HSG C 36,109 70 Weighted Average 36,109 100.00% Pervious Area Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 14HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 400 0.1440 1.24 Lag/CN Method, Tc Contour Length= 400' Interval= 13' Summary for Subcatchment A3: General Drainage Area Runoff = 0.80 cfs @ 12.08 hrs, Volume= 0.056 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 15,893 70 Woods, Good, HSG C 1,608 74 >75% Grass cover, Good, HSG C 17,501 70 Weighted Average 17,501 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 300 0.1200 1.07 Lag/CN Method, Tc Contour Length= 300' Interval= 7' Summary for Subcatchment A4: General Drainage Area Runoff = 1.06 cfs @ 12.09 hrs, Volume= 0.077 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 24,021 70 Woods, Good, HSG C 24,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 300 0.0816 0.88 Lag/CN Method, Tc Contour Length= 280' Interval= 7' Summary for Subcatchment A5: General Drainage Area Runoff = 0.21 cfs @ 12.04 hrs, Volume= 0.014 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 15HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 4,247 70 Woods, Good, HSG C 4,247 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0706 0.66 Lag/CN Method, Tc Contour Length= 100' Interval= 3' Summary for Subcatchment A6: General Drainage Area Runoff = 1.09 cfs @ 12.08 hrs, Volume= 0.076 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 23,814 70 Woods, Good, HSG C 23,814 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 480 0.2419 1.67 Lag/CN Method, Tc Contour Length= 480' Interval= 12' Summary for Subcatchment A7: General Drainage Area Runoff = 1.54 cfs @ 12.09 hrs, Volume= 0.112 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 33,905 70 Woods, Good, HSG C 994 74 >75% Grass cover, Good, HSG C 34,899 70 Weighted Average 34,899 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 425 0.1340 1.21 Lag/CN Method, Tc Contour Length= 425' Interval= 11' Summary for Subcatchment A8: General Drainage Area Runoff = 0.91 cfs @ 12.07 hrs, Volume= 0.063 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 16HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 19,262 70 Woods, Good, HSG C 342 74 >75% Grass cover, Good, HSG C 19,604 70 Weighted Average 19,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 400 0.2244 1.55 Lag/CN Method, Tc Contour Length= 400' Interval= 11' Summary for Subcatchment A9: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.11 cfs @ 12.02 hrs, Volume= 0.007 af, Depth> 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,785 74 >75% Grass cover, Good, HSG C 1,785 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 15 0.0200 0.27 Lag/CN Method, Summary for Reach CP1: Control Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.748 ac, 0.00% Impervious, Inflow Depth > 1.68" for 10-Year event Inflow = 6.92 cfs @ 12.10 hrs, Volume= 0.524 af Outflow = 6.92 cfs @ 12.10 hrs, Volume= 0.524 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP2: Control Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.450 ac, 0.00% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 0.91 cfs @ 12.07 hrs, Volume= 0.063 af Outflow = 0.91 cfs @ 12.07 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 17HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Reach CP3: Control Point 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth > 1.97" for 10-Year event Inflow = 0.11 cfs @ 12.02 hrs, Volume= 0.007 af Outflow = 0.11 cfs @ 12.02 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP4: Control Point 4 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.058 ac, 0.00% Impervious, Inflow Depth > 1.90" for 10-Year event Inflow = 0.15 cfs @ 12.02 hrs, Volume= 0.009 af Outflow = 0.15 cfs @ 12.02 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPT: Control Point for Total Offsite Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.297 ac, 0.00% Impervious, Inflow Depth > 1.68" for 10-Year event Inflow = 7.91 cfs @ 12.10 hrs, Volume= 0.603 af Outflow = 7.91 cfs @ 12.10 hrs, Volume= 0.603 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S1: Swale Segment [62] Hint: Exceeded Reach S2 OUTLET depth by 0.03' @ 12.13 hrs Inflow Area = 2.399 ac, 0.00% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 4.44 cfs @ 12.10 hrs, Volume= 0.334 af Outflow = 4.37 cfs @ 12.12 hrs, Volume= 0.333 af, Atten= 2%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.27 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.48 fps, Avg. Travel Time= 3.5 min Peak Storage= 344 cf @ 12.12 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 293.15 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 100.0' Slope= 0.0150 '/' Inlet Invert= 308.00', Outlet Invert= 306.50' Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 18HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC ‡ Summary for Reach S2: Swale Segment [62] Hint: Exceeded Reach S3 OUTLET depth by 2.28' @ 12.16 hrs Inflow Area = 1.445 ac, 0.00% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 2.78 cfs @ 12.09 hrs, Volume= 0.201 af Outflow = 2.66 cfs @ 12.11 hrs, Volume= 0.201 af, Atten= 4%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.17 fps, Min. Travel Time= 2.1 min Avg. Velocity = 0.45 fps, Avg. Travel Time= 5.6 min Peak Storage= 341 cf @ 12.11 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 324.09 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 150.0' Slope= 0.0183 '/' Inlet Invert= 310.75', Outlet Invert= 308.00' ‡ Summary for Reach S3: Swale Segment Inflow Area = 1.348 ac, 0.00% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 2.61 cfs @ 12.08 hrs, Volume= 0.188 af Outflow = 2.61 cfs @ 12.09 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.65 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.63 fps, Avg. Travel Time= 1.3 min Peak Storage= 79 cf @ 12.09 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 535.22 cfs Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 19HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0500 '/' Inlet Invert= 311.00', Outlet Invert= 308.50' ‡ Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 20HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=22,663 sf 0.00% Impervious Runoff Depth>3.22"Subcatchment A1: General Drainage Area Flow Length=315' Slope=0.1112 '/' Tc=4.9 min CN=71 Runoff=2.04 cfs 0.140 af Runoff Area=2,526 sf 0.00% Impervious Runoff Depth>3.42"Subcatchment A10: General Drainage Area Flow Length=15' Slope=0.0200 '/' Tc=1.0 min CN=73 Runoff=0.28 cfs 0.017 af Runoff Area=36,109 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A2: General Drainage Area Flow Length=400' Slope=0.1440 '/' Tc=5.4 min CN=70 Runoff=3.10 cfs 0.216 af Runoff Area=17,501 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A3: General Drainage Area Flow Length=300' Slope=0.1200 '/' Tc=4.7 min CN=70 Runoff=1.54 cfs 0.105 af Runoff Area=24,021 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A4: General Drainage Area Flow Length=300' Slope=0.0816 '/' Tc=5.7 min CN=70 Runoff=2.04 cfs 0.143 af Runoff Area=4,247 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A5: General Drainage Area Flow Length=100' Slope=0.0706 '/' Tc=2.5 min CN=70 Runoff=0.40 cfs 0.025 af Runoff Area=23,814 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A6: General Drainage Area Flow Length=480' Slope=0.2419 '/' Tc=4.8 min CN=70 Runoff=2.09 cfs 0.142 af Runoff Area=34,899 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A7: General Drainage Area Flow Length=425' Slope=0.1340 '/' Tc=5.8 min CN=70 Runoff=2.95 cfs 0.208 af Runoff Area=19,604 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A8: General Drainage Area Flow Length=400' Slope=0.2244 '/' Tc=4.3 min CN=70 Runoff=1.75 cfs 0.117 af Runoff Area=1,785 sf 0.00% Impervious Runoff Depth>3.52"Subcatchment A9: General Drainage Area Flow Length=15' Slope=0.0200 '/' Tc=0.9 min CN=74 Runoff=0.20 cfs 0.012 af Inflow=13.49 cfs 0.978 afReach CP1: Control Point 1 Outflow=13.49 cfs 0.978 af Inflow=1.75 cfs 0.117 afReach CP2: Control Point 2 Outflow=1.75 cfs 0.117 af Inflow=0.20 cfs 0.012 afReach CP3: Control Point 3 Outflow=0.20 cfs 0.012 af Inflow=0.28 cfs 0.017 afReach CP4: Control Point 4 Outflow=0.28 cfs 0.017 af Inflow=15.41 cfs 1.124 afReach CPT: Control Point for Total Offsite Runoff Outflow=15.41 cfs 1.124 af Avg. Flow Depth=0.20' Max Vel=1.56 fps Inflow=8.65 cfs 0.623 afReach S1: Swale Segment n=0.030 L=100.0' S=0.0150 '/' Capacity=293.15 cfs Outflow=8.55 cfs 0.623 af Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 21HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Avg. Flow Depth=0.15' Max Vel=1.43 fps Inflow=5.34 cfs 0.376 afReach S2: Swale Segment n=0.030 L=150.0' S=0.0183 '/' Capacity=324.09 cfs Outflow=5.18 cfs 0.375 af Avg. Flow Depth=0.12' Max Vel=2.01 fps Inflow=5.02 cfs 0.351 afReach S3: Swale Segment n=0.030 L=50.0' S=0.0500 '/' Capacity=535.22 cfs Outflow=5.01 cfs 0.351 af Total Runoff Area = 4.297 ac Runoff Volume = 1.125 af Average Runoff Depth = 3.14" 100.00% Pervious = 4.297 ac 0.00% Impervious = 0.000 ac Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 22HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A1: General Drainage Area Runoff = 2.04 cfs @ 12.07 hrs, Volume= 0.140 af, Depth> 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 16,498 70 Woods, Good, HSG C 6,165 74 >75% Grass cover, Good, HSG C 22,663 71 Weighted Average 22,663 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 315 0.1112 1.07 Lag/CN Method, Tc Contour Length= 315' Interval= 8' Summary for Subcatchment A10: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.28 cfs @ 12.02 hrs, Volume= 0.017 af, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,842 74 >75% Grass cover, Good, HSG C 684 70 Woods, Good, HSG C 2,526 73 Weighted Average 2,526 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 15 0.0200 0.26 Lag/CN Method, Summary for Subcatchment A2: General Drainage Area Runoff = 3.10 cfs @ 12.08 hrs, Volume= 0.216 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 34,806 70 Woods, Good, HSG C 1,303 74 >75% Grass cover, Good, HSG C 36,109 70 Weighted Average 36,109 100.00% Pervious Area Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 23HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 400 0.1440 1.24 Lag/CN Method, Tc Contour Length= 400' Interval= 13' Summary for Subcatchment A3: General Drainage Area Runoff = 1.54 cfs @ 12.07 hrs, Volume= 0.105 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 15,893 70 Woods, Good, HSG C 1,608 74 >75% Grass cover, Good, HSG C 17,501 70 Weighted Average 17,501 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 300 0.1200 1.07 Lag/CN Method, Tc Contour Length= 300' Interval= 7' Summary for Subcatchment A4: General Drainage Area Runoff = 2.04 cfs @ 12.09 hrs, Volume= 0.143 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 24,021 70 Woods, Good, HSG C 24,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 300 0.0816 0.88 Lag/CN Method, Tc Contour Length= 280' Interval= 7' Summary for Subcatchment A5: General Drainage Area Runoff = 0.40 cfs @ 12.04 hrs, Volume= 0.025 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 24HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 4,247 70 Woods, Good, HSG C 4,247 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0706 0.66 Lag/CN Method, Tc Contour Length= 100' Interval= 3' Summary for Subcatchment A6: General Drainage Area Runoff = 2.09 cfs @ 12.07 hrs, Volume= 0.142 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 23,814 70 Woods, Good, HSG C 23,814 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 480 0.2419 1.67 Lag/CN Method, Tc Contour Length= 480' Interval= 12' Summary for Subcatchment A7: General Drainage Area Runoff = 2.95 cfs @ 12.09 hrs, Volume= 0.208 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 33,905 70 Woods, Good, HSG C 994 74 >75% Grass cover, Good, HSG C 34,899 70 Weighted Average 34,899 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 425 0.1340 1.21 Lag/CN Method, Tc Contour Length= 425' Interval= 11' Summary for Subcatchment A8: General Drainage Area Runoff = 1.75 cfs @ 12.07 hrs, Volume= 0.117 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 25HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 19,262 70 Woods, Good, HSG C 342 74 >75% Grass cover, Good, HSG C 19,604 70 Weighted Average 19,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 400 0.2244 1.55 Lag/CN Method, Tc Contour Length= 400' Interval= 11' Summary for Subcatchment A9: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.20 cfs @ 12.01 hrs, Volume= 0.012 af, Depth> 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,785 74 >75% Grass cover, Good, HSG C 1,785 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 15 0.0200 0.27 Lag/CN Method, Summary for Reach CP1: Control Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.748 ac, 0.00% Impervious, Inflow Depth > 3.13" for 100-Year event Inflow = 13.49 cfs @ 12.10 hrs, Volume= 0.978 af Outflow = 13.49 cfs @ 12.10 hrs, Volume= 0.978 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP2: Control Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.450 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 1.75 cfs @ 12.07 hrs, Volume= 0.117 af Outflow = 1.75 cfs @ 12.07 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 26HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Reach CP3: Control Point 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth > 3.52" for 100-Year event Inflow = 0.20 cfs @ 12.01 hrs, Volume= 0.012 af Outflow = 0.20 cfs @ 12.01 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP4: Control Point 4 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.058 ac, 0.00% Impervious, Inflow Depth > 3.42" for 100-Year event Inflow = 0.28 cfs @ 12.02 hrs, Volume= 0.017 af Outflow = 0.28 cfs @ 12.02 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPT: Control Point for Total Offsite Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.297 ac, 0.00% Impervious, Inflow Depth > 3.14" for 100-Year event Inflow = 15.41 cfs @ 12.09 hrs, Volume= 1.124 af Outflow = 15.41 cfs @ 12.09 hrs, Volume= 1.124 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S1: Swale Segment [62] Hint: Exceeded Reach S2 OUTLET depth by 0.05' @ 12.12 hrs Inflow Area = 2.399 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 8.65 cfs @ 12.09 hrs, Volume= 0.623 af Outflow = 8.55 cfs @ 12.11 hrs, Volume= 0.623 af, Atten= 1%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.56 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.55 fps, Avg. Travel Time= 3.0 min Peak Storage= 548 cf @ 12.11 hrs Average Depth at Peak Storage= 0.20' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 293.15 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 100.0' Slope= 0.0150 '/' Inlet Invert= 308.00', Outlet Invert= 306.50' Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 27HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC ‡ Summary for Reach S2: Swale Segment [62] Hint: Exceeded Reach S3 OUTLET depth by 2.29' @ 12.15 hrs Inflow Area = 1.445 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 5.34 cfs @ 12.08 hrs, Volume= 0.376 af Outflow = 5.18 cfs @ 12.10 hrs, Volume= 0.375 af, Atten= 3%, Lag= 1.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.43 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 4.9 min Peak Storage= 542 cf @ 12.10 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 324.09 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 150.0' Slope= 0.0183 '/' Inlet Invert= 310.75', Outlet Invert= 308.00' ‡ Summary for Reach S3: Swale Segment Inflow Area = 1.348 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 5.02 cfs @ 12.08 hrs, Volume= 0.351 af Outflow = 5.01 cfs @ 12.09 hrs, Volume= 0.351 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.01 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.72 fps, Avg. Travel Time= 1.2 min Peak Storage= 125 cf @ 12.09 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 535.22 cfs Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Existing Printed 6/6/2017Prepared by Microsoft Page 28HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0500 '/' Inlet Invert= 311.00', Outlet Invert= 308.50' ‡ A1 General Drainage Area A11 General Drainage Area A12 General Drainage Area A2 General Drainage Area A2x General Drainage Area A3 General Drainage Area A4 General Drainage Area A4x General Drainage Area A5 General Drainage Area A6 General Drainage Area A6x General Drainage Area A7 General Drainage Area H1 Garage (Partial)H3 House, Garage & Shed (Partial) H4 House & Garage (Partial) H6 House & Garage (Partial) H8 House & Garage CP1 Control Point 1 S1 Swale Segment S2 Swale Segment S3 Swale Segment S4 Swale Segment S5 Swale SegmentS7 Swale Segment RG1A Rain Garden RG2A Rain Garden RG3A Rain Garden RG4A Rain Garden RG5A Rain Garden RG6A Rain Garden RG6B Rain Garden RG7A Rain Garden RG8A Rain Garden RG8B Rain Garden Routing Diagram for Burts Bog Proposed WEST Prepared by Microsoft, Printed 6/6/2017 HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 2HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=20,342 sf 21.42% Impervious Runoff Depth>1.13"Subcatchment A1: General Drainage Area Flow Length=315' Slope=0.1239 '/' Tc=3.8 min CN=78 Runoff=0.65 cfs 0.044 af Runoff Area=6,489 sf 28.02% Impervious Runoff Depth>1.31"Subcatchment A11: General Drainage Area Flow Length=100' Slope=0.0200 '/' Tc=3.5 min CN=81 Runoff=0.25 cfs 0.016 af Runoff Area=8,906 sf 28.88% Impervious Runoff Depth>1.25"Subcatchment A12: General Drainage Area Flow Length=100' Slope=0.0200 '/' Tc=3.6 min CN=80 Runoff=0.32 cfs 0.021 af Runoff Area=20,099 sf 10.69% Impervious Runoff Depth>0.96"Subcatchment A2: General Drainage Area Flow Length=115' Slope=0.0229 '/' Tc=4.3 min CN=75 Runoff=0.52 cfs 0.037 af Runoff Area=22,032 sf 0.00% Impervious Runoff Depth>0.76"Subcatchment A2x: General Drainage Area Flow Length=290' Slope=0.0921 '/' Tc=5.1 min CN=71 Runoff=0.41 cfs 0.032 af Runoff Area=10,983 sf 17.26% Impervious Runoff Depth>1.01"Subcatchment A3: General Drainage Area Flow Length=300' Slope=0.1912 '/' Tc=3.1 min CN=76 Runoff=0.32 cfs 0.021 af Runoff Area=9,231 sf 33.12% Impervious Runoff Depth>1.31"Subcatchment A4: General Drainage Area Flow Length=375' Slope=0.4875 '/' Tc=2.0 min CN=81 Runoff=0.37 cfs 0.023 af Runoff Area=7,411 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A4x: General Drainage Area Flow Length=290' Slope=0.2739 '/' Tc=3.0 min CN=70 Runoff=0.14 cfs 0.010 af Runoff Area=5,836 sf 10.28% Impervious Runoff Depth>0.96"Subcatchment A5: General Drainage Area Flow Length=75' Slope=0.0129 '/' Tc=4.1 min CN=75 Runoff=0.15 cfs 0.011 af Runoff Area=16,652 sf 0.00% Impervious Runoff Depth>0.76"Subcatchment A6: General Drainage Area Flow Length=500' Slope=0.3603 '/' Tc=3.9 min CN=71 Runoff=0.33 cfs 0.024 af Runoff Area=7,701 sf 0.00% Impervious Runoff Depth>0.71"Subcatchment A6x: General Drainage Area Flow Length=290' Slope=0.2636 '/' Tc=3.1 min CN=70 Runoff=0.14 cfs 0.011 af Runoff Area=12,695 sf 12.03% Impervious Runoff Depth>1.07"Subcatchment A7: General Drainage Area Flow Length=175' Slope=0.0414 '/' Tc=4.2 min CN=77 Runoff=0.38 cfs 0.026 af Runoff Area=242 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H1: Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.02 cfs 0.001 af Runoff Area=656 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H3: House, Garage & Shed Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.05 cfs 0.003 af Runoff Area=541 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H4: House & Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.04 cfs 0.003 af Runoff Area=541 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H6: House & Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.04 cfs 0.003 af Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 3HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Runoff Area=1,264 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H8: House & Garage Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.10 cfs 0.007 af Inflow=2.33 cfs 0.214 afReach CP1: Control Point 1 Outflow=2.33 cfs 0.214 af Avg. Flow Depth=0.08' Max Vel=0.86 fps Inflow=1.26 cfs 0.112 afReach S1: Swale Segment n=0.030 L=100.0' S=0.0150 '/' Capacity=293.15 cfs Outflow=1.22 cfs 0.112 af Avg. Flow Depth=0.06' Max Vel=0.79 fps Inflow=0.83 cfs 0.068 afReach S2: Swale Segment n=0.030 L=150.0' S=0.0183 '/' Capacity=324.09 cfs Outflow=0.75 cfs 0.068 af Avg. Flow Depth=0.08' Max Vel=0.49 fps Inflow=0.70 cfs 0.057 afReach S3: Swale Segment n=0.030 L=50.0' S=0.0050 '/' Capacity=169.25 cfs Outflow=0.68 cfs 0.057 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach S4: Swale Segment n=0.030 L=95.0' S=0.0316 '/' Capacity=134.08 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach S5: Swale Segment n=0.030 L=50.0' S=0.0150 '/' Capacity=20.89 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.02' Max Vel=0.50 fps Inflow=0.01 cfs 0.002 afReach S7: Swale Segment n=0.030 L=175.0' S=0.0314 '/' Capacity=34.81 cfs Outflow=0.01 cfs 0.002 af Peak Elev=308.41' Storage=32 cf Inflow=0.02 cfs 0.001 afPond RG1A: Rain Garden Discarded=0.00 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Peak Elev=309.35' Storage=405 cf Inflow=0.41 cfs 0.034 afPond RG2A: Rain Garden Discarded=0.01 cfs 0.005 af Primary=0.16 cfs 0.021 af Outflow=0.16 cfs 0.026 af Peak Elev=310.52' Storage=93 cf Inflow=0.05 cfs 0.003 afPond RG3A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.002 af Peak Elev=309.96' Storage=74 cf Inflow=0.04 cfs 0.003 afPond RG4A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.002 af Peak Elev=312.72' Storage=486 cf Inflow=0.25 cfs 0.016 afPond RG5A: Rain Garden Discarded=0.01 cfs 0.006 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.006 af Peak Elev=312.02' Storage=77 cf Inflow=0.04 cfs 0.003 afPond RG6A: Rain Garden Discarded=0.00 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Peak Elev=315.76' Storage=242 cf Inflow=0.14 cfs 0.010 afPond RG6B: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.01 cfs 0.002 af Outflow=0.01 cfs 0.005 af Peak Elev=312.30' Storage=412 cf Inflow=0.32 cfs 0.021 afPond RG7A: Rain Garden Discarded=0.01 cfs 0.006 af Primary=0.05 cfs 0.007 af Outflow=0.06 cfs 0.013 af Peak Elev=312.00' Storage=177 cf Inflow=0.10 cfs 0.007 afPond RG8A: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.003 af Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 4HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Peak Elev=316.58' Storage=291 cf Inflow=0.14 cfs 0.011 afPond RG8B: Rain Garden Discarded=0.00 cfs 0.004 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.004 af Total Runoff Area = 3.481 ac Runoff Volume = 0.294 af Average Runoff Depth = 1.01" 86.00% Pervious = 2.994 ac 14.00% Impervious = 0.487 ac Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 5HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A1: General Drainage Area Runoff = 0.65 cfs @ 12.06 hrs, Volume= 0.044 af, Depth> 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 4,358 98 Paved parking, HSG C 5,664 70 Woods, Good, HSG C 10,320 74 >75% Grass cover, Good, HSG C 20,342 78 Weighted Average 15,984 78.58% Pervious Area 4,358 21.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 315 0.1239 1.38 Lag/CN Method, Tc Contour Length= 315' Interval= 8' Summary for Subcatchment A11: General Drainage Area Runoff = 0.25 cfs @ 12.06 hrs, Volume= 0.016 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,818 98 Paved parking, HSG C 266 70 Woods, Good, HSG C 4,405 74 >75% Grass cover, Good, HSG C 6,489 81 Weighted Average 4,671 71.98% Pervious Area 1,818 28.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 100 0.0200 0.48 Lag/CN Method, Summary for Subcatchment A12: General Drainage Area Runoff = 0.32 cfs @ 12.06 hrs, Volume= 0.021 af, Depth> 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 6HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 2,572 98 Paved parking, HSG C 2,911 70 Woods, Good, HSG C 3,423 74 >75% Grass cover, Good, HSG C 8,906 80 Weighted Average 6,334 71.12% Pervious Area 2,572 28.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 100 0.0200 0.47 Lag/CN Method, Summary for Subcatchment A2: General Drainage Area Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 2,149 98 Paved parking, HSG C 8,993 70 Woods, Good, HSG C 8,957 74 >75% Grass cover, Good, HSG C 20,099 75 Weighted Average 17,950 89.31% Pervious Area 2,149 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 115 0.0229 0.44 Lag/CN Method, Tc Contour Length= 115' Interval= 4' Summary for Subcatchment A2x: General Drainage Area Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.032 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 17,834 70 Woods, Good, HSG C 4,198 74 >75% Grass cover, Good, HSG C 22,032 71 Weighted Average 22,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 290 0.0921 0.96 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 7HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A3: General Drainage Area Runoff = 0.32 cfs @ 12.05 hrs, Volume= 0.021 af, Depth> 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,896 98 Paved parking, HSG C 4,556 70 Woods, Good, HSG C 4,531 74 >75% Grass cover, Good, HSG C 10,983 76 Weighted Average 9,087 82.74% Pervious Area 1,896 17.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 300 0.1912 1.60 Lag/CN Method, Tc Contour Length= 300' Interval= 7' Summary for Subcatchment A4: General Drainage Area Runoff = 0.37 cfs @ 12.03 hrs, Volume= 0.023 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 3,057 98 Paved parking, HSG C 2,654 70 Woods, Good, HSG C 3,520 74 >75% Grass cover, Good, HSG C 9,231 81 Weighted Average 6,174 66.88% Pervious Area 3,057 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 375 0.4875 3.11 Lag/CN Method, Tc Contour Length= 375' Interval= 12' Summary for Subcatchment A4x: General Drainage Area Runoff = 0.14 cfs @ 12.06 hrs, Volume= 0.010 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 8HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 6,884 70 Woods, Good, HSG C 527 74 >75% Grass cover, Good, HSG C 7,411 70 Weighted Average 7,411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 290 0.2739 1.61 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Summary for Subcatchment A5: General Drainage Area Runoff = 0.15 cfs @ 12.07 hrs, Volume= 0.011 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 600 98 Paved parking, HSG C 1,614 70 Woods, Good, HSG C 3,622 74 >75% Grass cover, Good, HSG C 5,836 75 Weighted Average 5,236 89.72% Pervious Area 600 10.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 75 0.0129 0.31 Lag/CN Method, Tc Contour Length= 75' Interval= 1' Summary for Subcatchment A6: General Drainage Area Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.024 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 12,931 70 Woods, Good, HSG C 3,721 74 >75% Grass cover, Good, HSG C 16,652 71 Weighted Average 16,652 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 500 0.3603 2.11 Lag/CN Method, Tc Contour Length= 500' Interval= 12' Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 9HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A6x: General Drainage Area Runoff = 0.14 cfs @ 12.06 hrs, Volume= 0.011 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 6,746 70 Woods, Good, HSG C 955 74 >75% Grass cover, Good, HSG C 7,701 70 Weighted Average 7,701 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 290 0.2636 1.58 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Summary for Subcatchment A7: General Drainage Area Runoff = 0.38 cfs @ 12.07 hrs, Volume= 0.026 af, Depth> 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,527 98 Paved parking, HSG C 11,168 74 >75% Grass cover, Good, HSG C 12,695 77 Weighted Average 11,168 87.97% Pervious Area 1,527 12.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 175 0.0414 0.69 Lag/CN Method, Tc Contour Length= 175' Interval= 3' Summary for Subcatchment H1: Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.02 cfs @ 12.00 hrs, Volume= 0.001 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 10HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 242 98 Roofs, HSG C 242 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H3: House, Garage & Shed (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 12.00 hrs, Volume= 0.003 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 656 98 Roofs, HSG C 656 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H4: House & Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 541 98 Roofs, HSG C 541 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H6: House & Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 11HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 541 98 Roofs, HSG C 541 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H8: House & Garage [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.00 hrs, Volume= 0.007 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,264 98 Roofs, HSG C 1,264 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Reach CP1: Control Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.481 ac, 14.00% Impervious, Inflow Depth > 0.74" for 2-Year event Inflow = 2.33 cfs @ 12.08 hrs, Volume= 0.214 af Outflow = 2.33 cfs @ 12.08 hrs, Volume= 0.214 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S1: Swale Segment [62] Hint: Exceeded Reach S2 OUTLET depth by 0.02' @ 12.04 hrs Inflow Area = 1.871 ac, 17.76% Impervious, Inflow Depth > 0.72" for 2-Year event Inflow = 1.26 cfs @ 12.09 hrs, Volume= 0.112 af Outflow = 1.22 cfs @ 12.11 hrs, Volume= 0.112 af, Atten= 3%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.86 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.35 fps, Avg. Travel Time= 4.8 min Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 12HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Peak Storage= 143 cf @ 12.11 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 293.15 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 100.0' Slope= 0.0150 '/' Inlet Invert= 308.00', Outlet Invert= 306.50' ‡ Summary for Reach S2: Swale Segment [61] Hint: Exceeded Reach S3 outlet invert by 0.06' @ 12.12 hrs Inflow Area = 1.379 ac, 13.85% Impervious, Inflow Depth > 0.59" for 2-Year event Inflow = 0.83 cfs @ 12.09 hrs, Volume= 0.068 af Outflow = 0.75 cfs @ 12.12 hrs, Volume= 0.068 af, Atten= 9%, Lag= 2.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.79 fps, Min. Travel Time= 3.2 min Avg. Velocity = 0.33 fps, Avg. Travel Time= 7.6 min Peak Storage= 142 cf @ 12.12 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 324.09 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 150.0' Slope= 0.0183 '/' Inlet Invert= 310.75', Outlet Invert= 308.00' ‡ Summary for Reach S3: Swale Segment [62] Hint: Exceeded Reach S4 OUTLET depth by 0.08' @ 12.09 hrs Inflow Area = 1.084 ac, 11.36% Impervious, Inflow Depth > 0.63" for 2-Year event Inflow = 0.70 cfs @ 12.07 hrs, Volume= 0.057 af Outflow = 0.68 cfs @ 12.09 hrs, Volume= 0.057 af, Atten= 4%, Lag= 1.3 min Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 13HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.49 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.20 fps, Avg. Travel Time= 4.2 min Peak Storage= 69 cf @ 12.09 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 169.25 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0050 '/' Inlet Invert= 311.00', Outlet Invert= 310.75' ‡ Summary for Reach S4: Swale Segment Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 20.0 sf, Capacity= 134.08 cfs 30.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 95.0' Slope= 0.0316 '/' Inlet Invert= 314.00', Outlet Invert= 311.00' ‡ Summary for Reach S5: Swale Segment Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 14HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 4.7 sf, Capacity= 20.89 cfs 7.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0150 '/' Inlet Invert= 314.75', Outlet Invert= 314.00' Summary for Reach S7: Swale Segment Inflow Area = 0.170 ac, 0.00% Impervious, Inflow Depth = 0.12" for 2-Year event Inflow = 0.01 cfs @ 14.51 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 14.60 hrs, Volume= 0.002 af, Atten= 1%, Lag= 5.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.50 fps, Min. Travel Time= 5.9 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 8.0 min Peak Storage= 3 cf @ 14.60 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 1.00' Flow Area= 5.3 sf, Capacity= 34.81 cfs 8.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 175.0' Slope= 0.0314 '/' Inlet Invert= 315.00', Outlet Invert= 309.50' ‡ Summary for Pond RG1A: Rain Garden Inflow Area = 0.006 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow = 0.02 cfs @ 12.00 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 14.87 hrs, Volume= 0.001 af, Atten= 97%, Lag= 172.4 min Discarded = 0.00 cfs @ 14.87 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 15HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 308.41' @ 14.87 hrs Surf.Area= 112 sf Storage= 32 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 187.0 min ( 939.3 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 308.00' 128 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 45 0 0 309.00 210 128 128 Device Routing Invert Outlet Devices #1 Discarded 308.00'0.250 in/hr Exfiltration over Surface area #2 Primary 308.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 14.87 hrs HW=308.41' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG2A: Rain Garden Inflow Area = 0.676 ac, 0.00% Impervious, Inflow Depth > 0.60" for 2-Year event Inflow = 0.41 cfs @ 12.09 hrs, Volume= 0.034 af Outflow = 0.16 cfs @ 12.42 hrs, Volume= 0.026 af, Atten= 61%, Lag= 19.7 min Discarded = 0.01 cfs @ 12.42 hrs, Volume= 0.005 af Primary = 0.16 cfs @ 12.42 hrs, Volume= 0.021 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 309.35' @ 12.42 hrs Surf.Area= 897 sf Storage= 405 cf Plug-Flow detention time= 140.7 min calculated for 0.026 af (78% of inflow) Center-of-Mass det. time= 53.9 min ( 934.3 - 880.4 ) Volume Invert Avail.Storage Storage Description #1 308.50' 835 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 16HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 75 0 0 309.00 544 155 155 309.50 1,052 399 554 309.75 1,200 282 835 Device Routing Invert Outlet Devices #1 Primary 309.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 308.50'0.250 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Primary 309.50'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.42 hrs HW=309.35' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.16 cfs @ 12.42 hrs HW=309.35' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.79 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG3A: Rain Garden Inflow Area = 0.015 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow = 0.05 cfs @ 12.00 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 15.43 hrs, Volume= 0.002 af, Atten= 97%, Lag= 205.9 min Discarded = 0.00 cfs @ 15.43 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 310.52' @ 15.43 hrs Surf.Area= 255 sf Storage= 93 cf Plug-Flow detention time= 301.9 min calculated for 0.002 af (53% of inflow) Center-of-Mass det. time= 183.4 min ( 935.7 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 310.00' 249 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.00 102 0 0 311.00 395 249 249 Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 17HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 310.00'0.250 in/hr Exfiltration over Surface area #2 Primary 310.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.43 hrs HW=310.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.00' TW=308.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG4A: Rain Garden Inflow Area = 0.012 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 15.35 hrs, Volume= 0.002 af, Atten= 97%, Lag= 200.7 min Discarded = 0.00 cfs @ 15.35 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 309.96' @ 15.35 hrs Surf.Area= 216 sf Storage= 74 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 174.5 min ( 926.8 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 309.50' 239 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 109 0 0 310.00 227 84 84 310.50 391 155 239 Device Routing Invert Outlet Devices #1 Discarded 309.50'0.250 in/hr Exfiltration over Surface area #2 Primary 310.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.35 hrs HW=309.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' TW=308.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 18HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Pond RG5A: Rain Garden Inflow Area = 0.149 ac, 28.02% Impervious, Inflow Depth > 1.31" for 2-Year event Inflow = 0.25 cfs @ 12.06 hrs, Volume= 0.016 af Outflow = 0.01 cfs @ 17.85 hrs, Volume= 0.006 af, Atten= 98%, Lag= 347.4 min Discarded = 0.01 cfs @ 17.85 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.72' @ 17.85 hrs Surf.Area= 989 sf Storage= 486 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 216.7 min ( 1,056.7 - 840.0 ) Volume Invert Avail.Storage Storage Description #1 312.00' 795 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.00 357 0 0 313.00 1,233 795 795 Device Routing Invert Outlet Devices #1 Discarded 312.00'0.250 in/hr Exfiltration over Surface area #2 Primary 312.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 17.85 hrs HW=312.72' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=312.00' TW=310.75' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG6A: Rain Garden Inflow Area = 0.012 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 15.67 hrs, Volume= 0.001 af, Atten= 97%, Lag= 220.0 min Discarded = 0.00 cfs @ 15.67 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.02' @ 15.67 hrs Surf.Area= 193 sf Storage= 77 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 167.3 min ( 919.6 - 752.3 ) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 19HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 311.50' 195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 103 0 0 312.00 188 73 73 312.50 299 122 195 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.67 hrs HW=312.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.50' TW=310.75' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG6B: Rain Garden Inflow Area = 0.170 ac, 0.00% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 0.14 cfs @ 12.06 hrs, Volume= 0.010 af Outflow = 0.01 cfs @ 14.51 hrs, Volume= 0.005 af, Atten= 92%, Lag= 147.1 min Discarded = 0.00 cfs @ 14.51 hrs, Volume= 0.003 af Primary = 0.01 cfs @ 14.51 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 315.76' @ 14.51 hrs Surf.Area= 532 sf Storage= 242 cf Plug-Flow detention time= 304.9 min calculated for 0.005 af (47% of inflow) Center-of-Mass det. time= 162.0 min ( 1,039.5 - 877.5 ) Volume Invert Avail.Storage Storage Description #1 315.00' 384 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 315.00 103 0 0 316.00 665 384 384 Device Routing Invert Outlet Devices #1 Primary 315.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 20HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC #2 Discarded 315.00'0.250 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 14.51 hrs HW=315.76' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 14.51 hrs HW=315.76' TW=315.02' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.29 fps) Summary for Pond RG7A: Rain Garden Inflow Area = 0.204 ac, 28.88% Impervious, Inflow Depth > 1.25" for 2-Year event Inflow = 0.32 cfs @ 12.06 hrs, Volume= 0.021 af Outflow = 0.06 cfs @ 12.53 hrs, Volume= 0.013 af, Atten= 83%, Lag= 28.1 min Discarded = 0.01 cfs @ 12.53 hrs, Volume= 0.006 af Primary = 0.05 cfs @ 12.53 hrs, Volume= 0.007 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.30' @ 12.53 hrs Surf.Area= 1,146 sf Storage= 412 cf Plug-Flow detention time= 215.4 min calculated for 0.013 af (62% of inflow) Center-of-Mass det. time= 104.0 min ( 947.5 - 843.5 ) Volume Invert Avail.Storage Storage Description #1 311.50' 1,092 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 193 0 0 312.00 488 170 170 312.50 1,600 522 692 312.75 1,600 400 1,092 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #3 Primary 312.50'25.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.53 hrs HW=312.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.05 cfs @ 12.53 hrs HW=312.30' TW=311.05' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.54 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 21HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Pond RG8A: Rain Garden Inflow Area = 0.029 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow = 0.10 cfs @ 12.00 hrs, Volume= 0.007 af Outflow = 0.00 cfs @ 15.73 hrs, Volume= 0.003 af, Atten= 98%, Lag= 224.0 min Discarded = 0.00 cfs @ 15.73 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.00' @ 15.73 hrs Surf.Area= 439 sf Storage= 177 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 159.0 min ( 911.3 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 311.50' 455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 276 0 0 312.00 440 179 179 312.50 664 276 455 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.73 hrs HW=312.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.50' TW=311.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG8B: Rain Garden Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 0.14 cfs @ 12.06 hrs, Volume= 0.011 af Outflow = 0.00 cfs @ 18.07 hrs, Volume= 0.004 af, Atten= 97%, Lag= 360.4 min Discarded = 0.00 cfs @ 18.07 hrs, Volume= 0.004 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 316.58' @ 18.07 hrs Surf.Area= 775 sf Storage= 291 cf Plug-Flow detention time= 355.2 min calculated for 0.004 af (41% of inflow) Center-of-Mass det. time= 207.6 min ( 1,085.2 - 877.6 ) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 22HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 316.00' 697 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.00 225 0 0 317.00 1,169 697 697 Device Routing Invert Outlet Devices #1 Primary 316.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 316.00'0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 18.07 hrs HW=316.58' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=316.00' TW=314.75' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 23HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=20,342 sf 21.42% Impervious Runoff Depth>2.29"Subcatchment A1: General Drainage Area Flow Length=315' Slope=0.1239 '/' Tc=3.8 min CN=78 Runoff=1.36 cfs 0.089 af Runoff Area=6,489 sf 28.02% Impervious Runoff Depth>2.55"Subcatchment A11: General Drainage Area Flow Length=100' Slope=0.0200 '/' Tc=3.5 min CN=81 Runoff=0.49 cfs 0.032 af Runoff Area=8,906 sf 28.88% Impervious Runoff Depth>2.46"Subcatchment A12: General Drainage Area Flow Length=100' Slope=0.0200 '/' Tc=3.6 min CN=80 Runoff=0.64 cfs 0.042 af Runoff Area=20,099 sf 10.69% Impervious Runoff Depth>2.05"Subcatchment A2: General Drainage Area Flow Length=115' Slope=0.0229 '/' Tc=4.3 min CN=75 Runoff=1.17 cfs 0.079 af Runoff Area=22,032 sf 0.00% Impervious Runoff Depth>1.74"Subcatchment A2x: General Drainage Area Flow Length=290' Slope=0.0921 '/' Tc=5.1 min CN=71 Runoff=1.04 cfs 0.074 af Runoff Area=10,983 sf 17.26% Impervious Runoff Depth>2.13"Subcatchment A3: General Drainage Area Flow Length=300' Slope=0.1912 '/' Tc=3.1 min CN=76 Runoff=0.70 cfs 0.045 af Runoff Area=9,231 sf 33.12% Impervious Runoff Depth>2.55"Subcatchment A4: General Drainage Area Flow Length=375' Slope=0.4875 '/' Tc=2.0 min CN=81 Runoff=0.73 cfs 0.045 af Runoff Area=7,411 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A4x: General Drainage Area Flow Length=290' Slope=0.2739 '/' Tc=3.0 min CN=70 Runoff=0.36 cfs 0.024 af Runoff Area=5,836 sf 10.28% Impervious Runoff Depth>2.05"Subcatchment A5: General Drainage Area Flow Length=75' Slope=0.0129 '/' Tc=4.1 min CN=75 Runoff=0.34 cfs 0.023 af Runoff Area=16,652 sf 0.00% Impervious Runoff Depth>1.74"Subcatchment A6: General Drainage Area Flow Length=500' Slope=0.3603 '/' Tc=3.9 min CN=71 Runoff=0.83 cfs 0.056 af Runoff Area=7,701 sf 0.00% Impervious Runoff Depth>1.67"Subcatchment A6x: General Drainage Area Flow Length=290' Slope=0.2636 '/' Tc=3.1 min CN=70 Runoff=0.37 cfs 0.025 af Runoff Area=12,695 sf 12.03% Impervious Runoff Depth>2.21"Subcatchment A7: General Drainage Area Flow Length=175' Slope=0.0414 '/' Tc=4.2 min CN=77 Runoff=0.80 cfs 0.054 af Runoff Area=242 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H1: Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.03 cfs 0.002 af Runoff Area=656 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H3: House, Garage & Shed Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.08 cfs 0.005 af Runoff Area=541 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H4: House & Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.07 cfs 0.004 af Runoff Area=541 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H6: House & Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.07 cfs 0.004 af Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 24HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Runoff Area=1,264 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H8: House & Garage Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.16 cfs 0.010 af Inflow=6.18 cfs 0.513 afReach CP1: Control Point 1 Outflow=6.18 cfs 0.513 af Avg. Flow Depth=0.12' Max Vel=1.13 fps Inflow=3.08 cfs 0.270 afReach S1: Swale Segment n=0.030 L=100.0' S=0.0150 '/' Capacity=293.15 cfs Outflow=3.03 cfs 0.270 af Avg. Flow Depth=0.10' Max Vel=1.08 fps Inflow=2.15 cfs 0.181 afReach S2: Swale Segment n=0.030 L=150.0' S=0.0183 '/' Capacity=324.09 cfs Outflow=2.03 cfs 0.180 af Avg. Flow Depth=0.12' Max Vel=0.66 fps Inflow=1.85 cfs 0.145 afReach S3: Swale Segment n=0.030 L=50.0' S=0.0050 '/' Capacity=169.25 cfs Outflow=1.82 cfs 0.145 af Avg. Flow Depth=0.02' Max Vel=0.59 fps Inflow=0.05 cfs 0.009 afReach S4: Swale Segment n=0.030 L=95.0' S=0.0316 '/' Capacity=134.08 cfs Outflow=0.05 cfs 0.009 af Avg. Flow Depth=0.06' Max Vel=0.70 fps Inflow=0.05 cfs 0.009 afReach S5: Swale Segment n=0.030 L=50.0' S=0.0150 '/' Capacity=20.89 cfs Outflow=0.05 cfs 0.009 af Avg. Flow Depth=0.08' Max Vel=1.27 fps Inflow=0.16 cfs 0.015 afReach S7: Swale Segment n=0.030 L=175.0' S=0.0314 '/' Capacity=34.81 cfs Outflow=0.16 cfs 0.015 af Peak Elev=308.58' Storage=54 cf Inflow=0.03 cfs 0.002 afPond RG1A: Rain Garden Discarded=0.00 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Peak Elev=309.52' Storage=573 cf Inflow=1.05 cfs 0.089 afPond RG2A: Rain Garden Discarded=0.01 cfs 0.005 af Primary=0.97 cfs 0.076 af Outflow=0.98 cfs 0.081 af Peak Elev=310.74' Storage=154 cf Inflow=0.08 cfs 0.005 afPond RG3A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.002 af Peak Elev=310.16' Storage=123 cf Inflow=0.07 cfs 0.004 afPond RG4A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.002 af Peak Elev=312.84' Storage=604 cf Inflow=0.49 cfs 0.032 afPond RG5A: Rain Garden Discarded=0.01 cfs 0.007 af Primary=0.13 cfs 0.013 af Outflow=0.13 cfs 0.020 af Peak Elev=312.25' Storage=127 cf Inflow=0.07 cfs 0.004 afPond RG6A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.002 af Peak Elev=315.85' Storage=291 cf Inflow=0.36 cfs 0.024 afPond RG6B: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.16 cfs 0.015 af Outflow=0.17 cfs 0.018 af Peak Elev=312.42' Storage=566 cf Inflow=0.64 cfs 0.042 afPond RG7A: Rain Garden Discarded=0.01 cfs 0.007 af Primary=0.34 cfs 0.027 af Outflow=0.35 cfs 0.034 af Peak Elev=312.24' Storage=296 cf Inflow=0.16 cfs 0.010 afPond RG8A: Rain Garden Discarded=0.00 cfs 0.004 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.004 af Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 25HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Peak Elev=316.79' Storage=476 cf Inflow=0.37 cfs 0.025 afPond RG8B: Rain Garden Discarded=0.01 cfs 0.006 af Primary=0.05 cfs 0.009 af Outflow=0.05 cfs 0.015 af Total Runoff Area = 3.481 ac Runoff Volume = 0.612 af Average Runoff Depth = 2.11" 86.00% Pervious = 2.994 ac 14.00% Impervious = 0.487 ac Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 26HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A1: General Drainage Area Runoff = 1.36 cfs @ 12.06 hrs, Volume= 0.089 af, Depth> 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 4,358 98 Paved parking, HSG C 5,664 70 Woods, Good, HSG C 10,320 74 >75% Grass cover, Good, HSG C 20,342 78 Weighted Average 15,984 78.58% Pervious Area 4,358 21.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 315 0.1239 1.38 Lag/CN Method, Tc Contour Length= 315' Interval= 8' Summary for Subcatchment A11: General Drainage Area Runoff = 0.49 cfs @ 12.05 hrs, Volume= 0.032 af, Depth> 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,818 98 Paved parking, HSG C 266 70 Woods, Good, HSG C 4,405 74 >75% Grass cover, Good, HSG C 6,489 81 Weighted Average 4,671 71.98% Pervious Area 1,818 28.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 100 0.0200 0.48 Lag/CN Method, Summary for Subcatchment A12: General Drainage Area Runoff = 0.64 cfs @ 12.06 hrs, Volume= 0.042 af, Depth> 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 27HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 2,572 98 Paved parking, HSG C 2,911 70 Woods, Good, HSG C 3,423 74 >75% Grass cover, Good, HSG C 8,906 80 Weighted Average 6,334 71.12% Pervious Area 2,572 28.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 100 0.0200 0.47 Lag/CN Method, Summary for Subcatchment A2: General Drainage Area Runoff = 1.17 cfs @ 12.07 hrs, Volume= 0.079 af, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 2,149 98 Paved parking, HSG C 8,993 70 Woods, Good, HSG C 8,957 74 >75% Grass cover, Good, HSG C 20,099 75 Weighted Average 17,950 89.31% Pervious Area 2,149 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 115 0.0229 0.44 Lag/CN Method, Tc Contour Length= 115' Interval= 4' Summary for Subcatchment A2x: General Drainage Area Runoff = 1.04 cfs @ 12.08 hrs, Volume= 0.074 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 17,834 70 Woods, Good, HSG C 4,198 74 >75% Grass cover, Good, HSG C 22,032 71 Weighted Average 22,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 290 0.0921 0.96 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 28HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A3: General Drainage Area Runoff = 0.70 cfs @ 12.05 hrs, Volume= 0.045 af, Depth> 2.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,896 98 Paved parking, HSG C 4,556 70 Woods, Good, HSG C 4,531 74 >75% Grass cover, Good, HSG C 10,983 76 Weighted Average 9,087 82.74% Pervious Area 1,896 17.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 300 0.1912 1.60 Lag/CN Method, Tc Contour Length= 300' Interval= 7' Summary for Subcatchment A4: General Drainage Area Runoff = 0.73 cfs @ 12.03 hrs, Volume= 0.045 af, Depth> 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 3,057 98 Paved parking, HSG C 2,654 70 Woods, Good, HSG C 3,520 74 >75% Grass cover, Good, HSG C 9,231 81 Weighted Average 6,174 66.88% Pervious Area 3,057 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 375 0.4875 3.11 Lag/CN Method, Tc Contour Length= 375' Interval= 12' Summary for Subcatchment A4x: General Drainage Area Runoff = 0.36 cfs @ 12.05 hrs, Volume= 0.024 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 29HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 6,884 70 Woods, Good, HSG C 527 74 >75% Grass cover, Good, HSG C 7,411 70 Weighted Average 7,411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 290 0.2739 1.61 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Summary for Subcatchment A5: General Drainage Area Runoff = 0.34 cfs @ 12.06 hrs, Volume= 0.023 af, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 600 98 Paved parking, HSG C 1,614 70 Woods, Good, HSG C 3,622 74 >75% Grass cover, Good, HSG C 5,836 75 Weighted Average 5,236 89.72% Pervious Area 600 10.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 75 0.0129 0.31 Lag/CN Method, Tc Contour Length= 75' Interval= 1' Summary for Subcatchment A6: General Drainage Area Runoff = 0.83 cfs @ 12.06 hrs, Volume= 0.056 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 12,931 70 Woods, Good, HSG C 3,721 74 >75% Grass cover, Good, HSG C 16,652 71 Weighted Average 16,652 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 500 0.3603 2.11 Lag/CN Method, Tc Contour Length= 500' Interval= 12' Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 30HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A6x: General Drainage Area Runoff = 0.37 cfs @ 12.05 hrs, Volume= 0.025 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 6,746 70 Woods, Good, HSG C 955 74 >75% Grass cover, Good, HSG C 7,701 70 Weighted Average 7,701 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 290 0.2636 1.58 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Summary for Subcatchment A7: General Drainage Area Runoff = 0.80 cfs @ 12.06 hrs, Volume= 0.054 af, Depth> 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,527 98 Paved parking, HSG C 11,168 74 >75% Grass cover, Good, HSG C 12,695 77 Weighted Average 11,168 87.97% Pervious Area 1,527 12.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 175 0.0414 0.69 Lag/CN Method, Tc Contour Length= 175' Interval= 3' Summary for Subcatchment H1: Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.03 cfs @ 12.00 hrs, Volume= 0.002 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 31HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 242 98 Roofs, HSG C 242 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H3: House, Garage & Shed (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.00 hrs, Volume= 0.005 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 656 98 Roofs, HSG C 656 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H4: House & Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.07 cfs @ 12.00 hrs, Volume= 0.004 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 541 98 Roofs, HSG C 541 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H6: House & Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.07 cfs @ 12.00 hrs, Volume= 0.004 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 32HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 541 98 Roofs, HSG C 541 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H8: House & Garage [49] Hint: Tc<2dt may require smaller dt Runoff = 0.16 cfs @ 12.00 hrs, Volume= 0.010 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,264 98 Roofs, HSG C 1,264 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Reach CP1: Control Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.481 ac, 14.00% Impervious, Inflow Depth > 1.77" for 10-Year event Inflow = 6.18 cfs @ 12.10 hrs, Volume= 0.513 af Outflow = 6.18 cfs @ 12.10 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S1: Swale Segment [62] Hint: Exceeded Reach S2 OUTLET depth by 0.03' @ 12.04 hrs Inflow Area = 1.871 ac, 17.76% Impervious, Inflow Depth > 1.73" for 10-Year event Inflow = 3.08 cfs @ 12.09 hrs, Volume= 0.270 af Outflow = 3.03 cfs @ 12.10 hrs, Volume= 0.270 af, Atten= 2%, Lag= 1.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.13 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.42 fps, Avg. Travel Time= 4.0 min Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 33HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Peak Storage= 267 cf @ 12.10 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 293.15 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 100.0' Slope= 0.0150 '/' Inlet Invert= 308.00', Outlet Invert= 306.50' ‡ Summary for Reach S2: Swale Segment [61] Hint: Exceeded Reach S3 outlet invert by 0.10' @ 12.11 hrs Inflow Area = 1.379 ac, 13.85% Impervious, Inflow Depth > 1.57" for 10-Year event Inflow = 2.15 cfs @ 12.09 hrs, Volume= 0.181 af Outflow = 2.03 cfs @ 12.11 hrs, Volume= 0.180 af, Atten= 5%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.08 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.41 fps, Avg. Travel Time= 6.0 min Peak Storage= 283 cf @ 12.11 hrs Average Depth at Peak Storage= 0.10' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 324.09 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 150.0' Slope= 0.0183 '/' Inlet Invert= 310.75', Outlet Invert= 308.00' ‡ Summary for Reach S3: Swale Segment [62] Hint: Exceeded Reach S4 OUTLET depth by 0.12' @ 12.09 hrs Inflow Area = 1.084 ac, 11.36% Impervious, Inflow Depth > 1.60" for 10-Year event Inflow = 1.85 cfs @ 12.07 hrs, Volume= 0.145 af Outflow = 1.82 cfs @ 12.09 hrs, Volume= 0.145 af, Atten= 2%, Lag= 1.0 min Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 34HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.66 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.24 fps, Avg. Travel Time= 3.4 min Peak Storage= 137 cf @ 12.09 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 169.25 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0050 '/' Inlet Invert= 311.00', Outlet Invert= 310.75' ‡ Summary for Reach S4: Swale Segment [61] Hint: Exceeded Reach S5 outlet invert by 0.02' @ 12.68 hrs Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 0.61" for 10-Year event Inflow = 0.05 cfs @ 12.63 hrs, Volume= 0.009 af Outflow = 0.05 cfs @ 12.68 hrs, Volume= 0.009 af, Atten= 1%, Lag= 2.9 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.59 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.37 fps, Avg. Travel Time= 4.3 min Peak Storage= 8 cf @ 12.68 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 1.00' Flow Area= 20.0 sf, Capacity= 134.08 cfs 30.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 95.0' Slope= 0.0316 '/' Inlet Invert= 314.00', Outlet Invert= 311.00' ‡ Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 35HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Reach S5: Swale Segment Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 0.61" for 10-Year event Inflow = 0.05 cfs @ 12.61 hrs, Volume= 0.009 af Outflow = 0.05 cfs @ 12.63 hrs, Volume= 0.009 af, Atten= 0%, Lag= 1.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.70 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.38 fps, Avg. Travel Time= 2.2 min Peak Storage= 3 cf @ 12.63 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 1.00' Flow Area= 4.7 sf, Capacity= 20.89 cfs 7.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0150 '/' Inlet Invert= 314.75', Outlet Invert= 314.00' Summary for Reach S7: Swale Segment Inflow Area = 0.170 ac, 0.00% Impervious, Inflow Depth > 1.06" for 10-Year event Inflow = 0.16 cfs @ 12.21 hrs, Volume= 0.015 af Outflow = 0.16 cfs @ 12.25 hrs, Volume= 0.015 af, Atten= 2%, Lag= 2.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.27 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 5.4 min Peak Storage= 22 cf @ 12.25 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 1.00' Flow Area= 5.3 sf, Capacity= 34.81 cfs 8.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 175.0' Slope= 0.0314 '/' Inlet Invert= 315.00', Outlet Invert= 309.50' ‡ Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 36HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Pond RG1A: Rain Garden Inflow Area = 0.006 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow = 0.03 cfs @ 12.00 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 15.45 hrs, Volume= 0.001 af, Atten= 97%, Lag= 206.8 min Discarded = 0.00 cfs @ 15.45 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 308.58' @ 15.45 hrs Surf.Area= 141 sf Storage= 54 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 186.9 min ( 931.2 - 744.3 ) Volume Invert Avail.Storage Storage Description #1 308.00' 128 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 45 0 0 309.00 210 128 128 Device Routing Invert Outlet Devices #1 Discarded 308.00'0.250 in/hr Exfiltration over Surface area #2 Primary 308.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.45 hrs HW=308.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=308.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG2A: Rain Garden [61] Hint: Exceeded Reach S7 outlet invert by 0.02' @ 12.12 hrs Inflow Area = 0.676 ac, 0.00% Impervious, Inflow Depth > 1.57" for 10-Year event Inflow = 1.05 cfs @ 12.08 hrs, Volume= 0.089 af Outflow = 0.98 cfs @ 12.12 hrs, Volume= 0.081 af, Atten= 6%, Lag= 2.3 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 0.005 af Primary = 0.97 cfs @ 12.12 hrs, Volume= 0.076 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 309.52' @ 12.12 hrs Surf.Area= 1,063 sf Storage= 573 cf Plug-Flow detention time= 63.4 min calculated for 0.081 af (91% of inflow) Center-of-Mass det. time= 20.9 min ( 873.1 - 852.3 ) Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 37HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 308.50' 835 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 75 0 0 309.00 544 155 155 309.50 1,052 399 554 309.75 1,200 282 835 Device Routing Invert Outlet Devices #1 Primary 309.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 308.50'0.250 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Primary 309.50'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.12 hrs HW=309.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.97 cfs @ 12.12 hrs HW=309.52' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.71 cfs @ 1.33 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.26 cfs @ 0.35 fps) Summary for Pond RG3A: Rain Garden Inflow Area = 0.015 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow = 0.08 cfs @ 12.00 hrs, Volume= 0.005 af Outflow = 0.00 cfs @ 15.92 hrs, Volume= 0.002 af, Atten= 98%, Lag= 235.0 min Discarded = 0.00 cfs @ 15.92 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 310.74' @ 15.92 hrs Surf.Area= 318 sf Storage= 154 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 183.6 min ( 927.9 - 744.3 ) Volume Invert Avail.Storage Storage Description #1 310.00' 249 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 38HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.00 102 0 0 311.00 395 249 249 Device Routing Invert Outlet Devices #1 Discarded 310.00'0.250 in/hr Exfiltration over Surface area #2 Primary 310.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.92 hrs HW=310.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.00' TW=308.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG4A: Rain Garden Inflow Area = 0.012 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow = 0.07 cfs @ 12.00 hrs, Volume= 0.004 af Outflow = 0.00 cfs @ 15.77 hrs, Volume= 0.002 af, Atten= 98%, Lag= 226.2 min Discarded = 0.00 cfs @ 15.77 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 310.16' @ 15.77 hrs Surf.Area= 278 sf Storage= 123 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 173.8 min ( 918.2 - 744.3 ) Volume Invert Avail.Storage Storage Description #1 309.50' 239 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 109 0 0 310.00 227 84 84 310.50 391 155 239 Device Routing Invert Outlet Devices #1 Discarded 309.50'0.250 in/hr Exfiltration over Surface area #2 Primary 310.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 39HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 15.77 hrs HW=310.16' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' TW=308.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG5A: Rain Garden Inflow Area = 0.149 ac, 28.02% Impervious, Inflow Depth > 2.55" for 10-Year event Inflow = 0.49 cfs @ 12.05 hrs, Volume= 0.032 af Outflow = 0.13 cfs @ 12.40 hrs, Volume= 0.020 af, Atten= 73%, Lag= 20.6 min Discarded = 0.01 cfs @ 12.40 hrs, Volume= 0.007 af Primary = 0.13 cfs @ 12.40 hrs, Volume= 0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.84' @ 12.40 hrs Surf.Area= 1,089 sf Storage= 604 cf Plug-Flow detention time= 187.7 min calculated for 0.020 af (63% of inflow) Center-of-Mass det. time= 83.1 min ( 904.0 - 820.9 ) Volume Invert Avail.Storage Storage Description #1 312.00' 795 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.00 357 0 0 313.00 1,233 795 795 Device Routing Invert Outlet Devices #1 Discarded 312.00'0.250 in/hr Exfiltration over Surface area #2 Primary 312.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.40 hrs HW=312.84' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.13 cfs @ 12.40 hrs HW=312.84' TW=310.82' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.13 cfs @ 0.74 fps) Summary for Pond RG6A: Rain Garden Inflow Area = 0.012 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow = 0.07 cfs @ 12.00 hrs, Volume= 0.004 af Outflow = 0.00 cfs @ 15.66 hrs, Volume= 0.002 af, Atten= 97%, Lag= 219.4 min Discarded = 0.00 cfs @ 15.66 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 15.66 hrs, Volume= 0.000 af Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 40HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.25' @ 15.66 hrs Surf.Area= 244 sf Storage= 127 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 166.5 min ( 910.8 - 744.3 ) Volume Invert Avail.Storage Storage Description #1 311.50' 195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 103 0 0 312.00 188 73 73 312.50 299 122 195 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.66 hrs HW=312.25' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 15.66 hrs HW=312.25' TW=310.78' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.10 fps) Summary for Pond RG6B: Rain Garden Inflow Area = 0.170 ac, 0.00% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 0.36 cfs @ 12.05 hrs, Volume= 0.024 af Outflow = 0.17 cfs @ 12.21 hrs, Volume= 0.018 af, Atten= 54%, Lag= 9.5 min Discarded = 0.00 cfs @ 12.21 hrs, Volume= 0.003 af Primary = 0.16 cfs @ 12.21 hrs, Volume= 0.015 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 315.85' @ 12.21 hrs Surf.Area= 581 sf Storage= 291 cf Plug-Flow detention time= 135.8 min calculated for 0.018 af (77% of inflow) Center-of-Mass det. time= 48.0 min ( 898.3 - 850.3 ) Volume Invert Avail.Storage Storage Description #1 315.00' 384 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 315.00 103 0 0 316.00 665 384 384 Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 41HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 315.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 315.00'0.250 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 12.21 hrs HW=315.85' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 12.21 hrs HW=315.85' TW=315.08' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.81 fps) Summary for Pond RG7A: Rain Garden Inflow Area = 0.204 ac, 28.88% Impervious, Inflow Depth > 2.46" for 10-Year event Inflow = 0.64 cfs @ 12.06 hrs, Volume= 0.042 af Outflow = 0.35 cfs @ 12.16 hrs, Volume= 0.034 af, Atten= 45%, Lag= 6.0 min Discarded = 0.01 cfs @ 12.16 hrs, Volume= 0.007 af Primary = 0.34 cfs @ 12.16 hrs, Volume= 0.027 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.42' @ 12.16 hrs Surf.Area= 1,413 sf Storage= 566 cf Plug-Flow detention time= 123.6 min calculated for 0.034 af (80% of inflow) Center-of-Mass det. time= 45.9 min ( 869.7 - 823.8 ) Volume Invert Avail.Storage Storage Description #1 311.50' 1,092 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 193 0 0 312.00 488 170 170 312.50 1,600 522 692 312.75 1,600 400 1,092 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #3 Primary 312.50'25.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 42HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.16 hrs HW=312.42' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.34 cfs @ 12.16 hrs HW=312.42' TW=311.11' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.34 cfs @ 1.03 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG8A: Rain Garden Inflow Area = 0.029 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow = 0.16 cfs @ 12.00 hrs, Volume= 0.010 af Outflow = 0.00 cfs @ 16.39 hrs, Volume= 0.004 af, Atten= 98%, Lag= 263.0 min Discarded = 0.00 cfs @ 16.39 hrs, Volume= 0.004 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.24' @ 16.39 hrs Surf.Area= 547 sf Storage= 296 cf Plug-Flow detention time= 301.9 min calculated for 0.004 af (42% of inflow) Center-of-Mass det. time= 153.7 min ( 898.1 - 744.3 ) Volume Invert Avail.Storage Storage Description #1 311.50' 455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 276 0 0 312.00 440 179 179 312.50 664 276 455 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 16.39 hrs HW=312.24' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.50' TW=311.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 43HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Pond RG8B: Rain Garden Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 0.37 cfs @ 12.05 hrs, Volume= 0.025 af Outflow = 0.05 cfs @ 12.61 hrs, Volume= 0.015 af, Atten= 86%, Lag= 33.6 min Discarded = 0.01 cfs @ 12.61 hrs, Volume= 0.006 af Primary = 0.05 cfs @ 12.61 hrs, Volume= 0.009 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 316.79' @ 12.61 hrs Surf.Area= 975 sf Storage= 476 cf Plug-Flow detention time= 218.9 min calculated for 0.015 af (60% of inflow) Center-of-Mass det. time= 101.6 min ( 952.0 - 850.4 ) Volume Invert Avail.Storage Storage Description #1 316.00' 697 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.00 225 0 0 317.00 1,169 697 697 Device Routing Invert Outlet Devices #1 Primary 316.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 316.00'0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.61 hrs HW=316.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.05 cfs @ 12.61 hrs HW=316.79' TW=314.81' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.53 fps) Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 44HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=20,342 sf 21.42% Impervious Runoff Depth>3.93"Subcatchment A1: General Drainage Area Flow Length=315' Slope=0.1239 '/' Tc=3.8 min CN=78 Runoff=2.33 cfs 0.153 af Runoff Area=6,489 sf 28.02% Impervious Runoff Depth>4.25"Subcatchment A11: General Drainage Area Flow Length=100' Slope=0.0200 '/' Tc=3.5 min CN=81 Runoff=0.81 cfs 0.053 af Runoff Area=8,906 sf 28.88% Impervious Runoff Depth>4.14"Subcatchment A12: General Drainage Area Flow Length=100' Slope=0.0200 '/' Tc=3.6 min CN=80 Runoff=1.08 cfs 0.071 af Runoff Area=20,099 sf 10.69% Impervious Runoff Depth>3.62"Subcatchment A2: General Drainage Area Flow Length=115' Slope=0.0229 '/' Tc=4.3 min CN=75 Runoff=2.09 cfs 0.139 af Runoff Area=22,032 sf 0.00% Impervious Runoff Depth>3.22"Subcatchment A2x: General Drainage Area Flow Length=290' Slope=0.0921 '/' Tc=5.1 min CN=71 Runoff=1.97 cfs 0.136 af Runoff Area=10,983 sf 17.26% Impervious Runoff Depth>3.73"Subcatchment A3: General Drainage Area Flow Length=300' Slope=0.1912 '/' Tc=3.1 min CN=76 Runoff=1.22 cfs 0.078 af Runoff Area=9,231 sf 33.12% Impervious Runoff Depth>4.25"Subcatchment A4: General Drainage Area Flow Length=375' Slope=0.4875 '/' Tc=2.0 min CN=81 Runoff=1.21 cfs 0.075 af Runoff Area=7,411 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A4x: General Drainage Area Flow Length=290' Slope=0.2739 '/' Tc=3.0 min CN=70 Runoff=0.69 cfs 0.044 af Runoff Area=5,836 sf 10.28% Impervious Runoff Depth>3.62"Subcatchment A5: General Drainage Area Flow Length=75' Slope=0.0129 '/' Tc=4.1 min CN=75 Runoff=0.61 cfs 0.040 af Runoff Area=16,652 sf 0.00% Impervious Runoff Depth>3.22"Subcatchment A6: General Drainage Area Flow Length=500' Slope=0.3603 '/' Tc=3.9 min CN=71 Runoff=1.56 cfs 0.103 af Runoff Area=7,701 sf 0.00% Impervious Runoff Depth>3.12"Subcatchment A6x: General Drainage Area Flow Length=290' Slope=0.2636 '/' Tc=3.1 min CN=70 Runoff=0.72 cfs 0.046 af Runoff Area=12,695 sf 12.03% Impervious Runoff Depth>3.83"Subcatchment A7: General Drainage Area Flow Length=175' Slope=0.0414 '/' Tc=4.2 min CN=77 Runoff=1.40 cfs 0.093 af Runoff Area=242 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H1: Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.04 cfs 0.003 af Runoff Area=656 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H3: House, Garage & Shed Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.12 cfs 0.008 af Runoff Area=541 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H4: House & Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.09 cfs 0.006 af Runoff Area=541 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H6: House & Garage (Partial) Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.09 cfs 0.006 af Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 45HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Runoff Area=1,264 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H8: House & Garage Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.22 cfs 0.015 af Inflow=12.83 cfs 0.964 afReach CP1: Control Point 1 Outflow=12.83 cfs 0.964 af Avg. Flow Depth=0.17' Max Vel=1.42 fps Inflow=6.33 cfs 0.515 afReach S1: Swale Segment n=0.030 L=100.0' S=0.0150 '/' Capacity=293.15 cfs Outflow=6.27 cfs 0.514 af Avg. Flow Depth=0.14' Max Vel=1.38 fps Inflow=4.73 cfs 0.359 afReach S2: Swale Segment n=0.030 L=150.0' S=0.0183 '/' Capacity=324.09 cfs Outflow=4.60 cfs 0.359 af Avg. Flow Depth=0.17' Max Vel=0.82 fps Inflow=3.73 cfs 0.284 afReach S3: Swale Segment n=0.030 L=50.0' S=0.0050 '/' Capacity=169.25 cfs Outflow=3.70 cfs 0.283 af Avg. Flow Depth=0.06' Max Vel=1.09 fps Inflow=0.36 cfs 0.030 afReach S4: Swale Segment n=0.030 L=95.0' S=0.0316 '/' Capacity=134.08 cfs Outflow=0.36 cfs 0.030 af Avg. Flow Depth=0.15' Max Vel=1.31 fps Inflow=0.36 cfs 0.030 afReach S5: Swale Segment n=0.030 L=50.0' S=0.0150 '/' Capacity=20.89 cfs Outflow=0.36 cfs 0.030 af Avg. Flow Depth=0.15' Max Vel=1.87 fps Inflow=0.58 cfs 0.035 afReach S7: Swale Segment n=0.030 L=175.0' S=0.0314 '/' Capacity=34.81 cfs Outflow=0.57 cfs 0.035 af Peak Elev=308.75' Storage=81 cf Inflow=0.04 cfs 0.003 afPond RG1A: Rain Garden Discarded=0.00 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Peak Elev=309.56' Storage=621 cf Inflow=2.51 cfs 0.171 afPond RG2A: Rain Garden Discarded=0.01 cfs 0.006 af Primary=2.49 cfs 0.157 af Outflow=2.50 cfs 0.163 af Peak Elev=310.78' Storage=170 cf Inflow=0.12 cfs 0.008 afPond RG3A: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.03 cfs 0.002 af Outflow=0.03 cfs 0.004 af Peak Elev=310.27' Storage=156 cf Inflow=0.09 cfs 0.006 afPond RG4A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.01 cfs 0.001 af Outflow=0.01 cfs 0.003 af Peak Elev=312.97' Storage=753 cf Inflow=0.81 cfs 0.053 afPond RG5A: Rain Garden Discarded=0.01 cfs 0.007 af Primary=0.51 cfs 0.034 af Outflow=0.52 cfs 0.041 af Peak Elev=312.28' Storage=134 cf Inflow=0.09 cfs 0.006 afPond RG6A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.03 cfs 0.002 af Outflow=0.03 cfs 0.004 af Peak Elev=315.99' Storage=375 cf Inflow=0.69 cfs 0.044 afPond RG6B: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.58 cfs 0.035 af Outflow=0.59 cfs 0.039 af Peak Elev=312.52' Storage=721 cf Inflow=1.08 cfs 0.071 afPond RG7A: Rain Garden Discarded=0.01 cfs 0.008 af Primary=0.87 cfs 0.054 af Outflow=0.88 cfs 0.062 af Peak Elev=312.30' Storage=329 cf Inflow=0.22 cfs 0.015 afPond RG8A: Rain Garden Discarded=0.00 cfs 0.005 af Primary=0.05 cfs 0.004 af Outflow=0.05 cfs 0.008 af Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 46HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Peak Elev=316.92' Storage=609 cf Inflow=0.72 cfs 0.046 afPond RG8B: Rain Garden Discarded=0.01 cfs 0.006 af Primary=0.36 cfs 0.030 af Outflow=0.37 cfs 0.036 af Total Runoff Area = 3.481 ac Runoff Volume = 1.069 af Average Runoff Depth = 3.69" 86.00% Pervious = 2.994 ac 14.00% Impervious = 0.487 ac Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 47HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A1: General Drainage Area Runoff = 2.33 cfs @ 12.06 hrs, Volume= 0.153 af, Depth> 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 4,358 98 Paved parking, HSG C 5,664 70 Woods, Good, HSG C 10,320 74 >75% Grass cover, Good, HSG C 20,342 78 Weighted Average 15,984 78.58% Pervious Area 4,358 21.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 315 0.1239 1.38 Lag/CN Method, Tc Contour Length= 315' Interval= 8' Summary for Subcatchment A11: General Drainage Area Runoff = 0.81 cfs @ 12.05 hrs, Volume= 0.053 af, Depth> 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,818 98 Paved parking, HSG C 266 70 Woods, Good, HSG C 4,405 74 >75% Grass cover, Good, HSG C 6,489 81 Weighted Average 4,671 71.98% Pervious Area 1,818 28.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 100 0.0200 0.48 Lag/CN Method, Summary for Subcatchment A12: General Drainage Area Runoff = 1.08 cfs @ 12.05 hrs, Volume= 0.071 af, Depth> 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 48HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 2,572 98 Paved parking, HSG C 2,911 70 Woods, Good, HSG C 3,423 74 >75% Grass cover, Good, HSG C 8,906 80 Weighted Average 6,334 71.12% Pervious Area 2,572 28.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 100 0.0200 0.47 Lag/CN Method, Summary for Subcatchment A2: General Drainage Area Runoff = 2.09 cfs @ 12.06 hrs, Volume= 0.139 af, Depth> 3.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 2,149 98 Paved parking, HSG C 8,993 70 Woods, Good, HSG C 8,957 74 >75% Grass cover, Good, HSG C 20,099 75 Weighted Average 17,950 89.31% Pervious Area 2,149 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 115 0.0229 0.44 Lag/CN Method, Tc Contour Length= 115' Interval= 4' Summary for Subcatchment A2x: General Drainage Area Runoff = 1.97 cfs @ 12.08 hrs, Volume= 0.136 af, Depth> 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 17,834 70 Woods, Good, HSG C 4,198 74 >75% Grass cover, Good, HSG C 22,032 71 Weighted Average 22,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 290 0.0921 0.96 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 49HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A3: General Drainage Area Runoff = 1.22 cfs @ 12.05 hrs, Volume= 0.078 af, Depth> 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,896 98 Paved parking, HSG C 4,556 70 Woods, Good, HSG C 4,531 74 >75% Grass cover, Good, HSG C 10,983 76 Weighted Average 9,087 82.74% Pervious Area 1,896 17.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 300 0.1912 1.60 Lag/CN Method, Tc Contour Length= 300' Interval= 7' Summary for Subcatchment A4: General Drainage Area Runoff = 1.21 cfs @ 12.03 hrs, Volume= 0.075 af, Depth> 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 3,057 98 Paved parking, HSG C 2,654 70 Woods, Good, HSG C 3,520 74 >75% Grass cover, Good, HSG C 9,231 81 Weighted Average 6,174 66.88% Pervious Area 3,057 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 375 0.4875 3.11 Lag/CN Method, Tc Contour Length= 375' Interval= 12' Summary for Subcatchment A4x: General Drainage Area Runoff = 0.69 cfs @ 12.05 hrs, Volume= 0.044 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 50HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 6,884 70 Woods, Good, HSG C 527 74 >75% Grass cover, Good, HSG C 7,411 70 Weighted Average 7,411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 290 0.2739 1.61 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Summary for Subcatchment A5: General Drainage Area Runoff = 0.61 cfs @ 12.06 hrs, Volume= 0.040 af, Depth> 3.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 600 98 Paved parking, HSG C 1,614 70 Woods, Good, HSG C 3,622 74 >75% Grass cover, Good, HSG C 5,836 75 Weighted Average 5,236 89.72% Pervious Area 600 10.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 75 0.0129 0.31 Lag/CN Method, Tc Contour Length= 75' Interval= 1' Summary for Subcatchment A6: General Drainage Area Runoff = 1.56 cfs @ 12.06 hrs, Volume= 0.103 af, Depth> 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 12,931 70 Woods, Good, HSG C 3,721 74 >75% Grass cover, Good, HSG C 16,652 71 Weighted Average 16,652 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 500 0.3603 2.11 Lag/CN Method, Tc Contour Length= 500' Interval= 12' Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 51HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A6x: General Drainage Area Runoff = 0.72 cfs @ 12.05 hrs, Volume= 0.046 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 6,746 70 Woods, Good, HSG C 955 74 >75% Grass cover, Good, HSG C 7,701 70 Weighted Average 7,701 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 290 0.2636 1.58 Lag/CN Method, Tc Contour Length= 290' Interval= 7' Summary for Subcatchment A7: General Drainage Area Runoff = 1.40 cfs @ 12.06 hrs, Volume= 0.093 af, Depth> 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,527 98 Paved parking, HSG C 11,168 74 >75% Grass cover, Good, HSG C 12,695 77 Weighted Average 11,168 87.97% Pervious Area 1,527 12.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 175 0.0414 0.69 Lag/CN Method, Tc Contour Length= 175' Interval= 3' Summary for Subcatchment H1: Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 52HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 242 98 Roofs, HSG C 242 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H3: House, Garage & Shed (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.12 cfs @ 12.00 hrs, Volume= 0.008 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 656 98 Roofs, HSG C 656 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H4: House & Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.09 cfs @ 12.00 hrs, Volume= 0.006 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 541 98 Roofs, HSG C 541 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H6: House & Garage (Partial) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.09 cfs @ 12.00 hrs, Volume= 0.006 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 53HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 541 98 Roofs, HSG C 541 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H8: House & Garage [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.00 hrs, Volume= 0.015 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,264 98 Roofs, HSG C 1,264 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Reach CP1: Control Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.481 ac, 14.00% Impervious, Inflow Depth > 3.32" for 100-Year event Inflow = 12.83 cfs @ 12.08 hrs, Volume= 0.964 af Outflow = 12.83 cfs @ 12.08 hrs, Volume= 0.964 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S1: Swale Segment [62] Hint: Exceeded Reach S2 OUTLET depth by 0.04' @ 12.04 hrs Inflow Area = 1.871 ac, 17.76% Impervious, Inflow Depth > 3.30" for 100-Year event Inflow = 6.33 cfs @ 12.09 hrs, Volume= 0.515 af Outflow = 6.27 cfs @ 12.10 hrs, Volume= 0.514 af, Atten= 1%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.42 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.48 fps, Avg. Travel Time= 3.5 min Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 54HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Peak Storage= 442 cf @ 12.10 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 293.15 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 100.0' Slope= 0.0150 '/' Inlet Invert= 308.00', Outlet Invert= 306.50' ‡ Summary for Reach S2: Swale Segment [61] Hint: Exceeded Reach S3 outlet invert by 0.14' @ 12.11 hrs Inflow Area = 1.379 ac, 13.85% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 4.73 cfs @ 12.09 hrs, Volume= 0.359 af Outflow = 4.60 cfs @ 12.11 hrs, Volume= 0.359 af, Atten= 3%, Lag= 1.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.38 fps, Min. Travel Time= 1.8 min Avg. Velocity = 0.48 fps, Avg. Travel Time= 5.3 min Peak Storage= 500 cf @ 12.11 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 324.09 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 150.0' Slope= 0.0183 '/' Inlet Invert= 310.75', Outlet Invert= 308.00' ‡ Summary for Reach S3: Swale Segment [62] Hint: Exceeded Reach S4 OUTLET depth by 0.15' @ 12.04 hrs Inflow Area = 1.084 ac, 11.36% Impervious, Inflow Depth > 3.14" for 100-Year event Inflow = 3.73 cfs @ 12.08 hrs, Volume= 0.284 af Outflow = 3.70 cfs @ 12.09 hrs, Volume= 0.283 af, Atten= 1%, Lag= 0.7 min Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 55HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.82 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.28 fps, Avg. Travel Time= 3.0 min Peak Storage= 224 cf @ 12.09 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 1.00' Flow Area= 63.3 sf, Capacity= 169.25 cfs 95.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0050 '/' Inlet Invert= 311.00', Outlet Invert= 310.75' ‡ Summary for Reach S4: Swale Segment [61] Hint: Exceeded Reach S5 outlet invert by 0.06' @ 12.19 hrs Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 2.03" for 100-Year event Inflow = 0.36 cfs @ 12.16 hrs, Volume= 0.030 af Outflow = 0.36 cfs @ 12.19 hrs, Volume= 0.030 af, Atten= 1%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.09 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.44 fps, Avg. Travel Time= 3.6 min Peak Storage= 31 cf @ 12.19 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 1.00' Flow Area= 20.0 sf, Capacity= 134.08 cfs 30.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 95.0' Slope= 0.0316 '/' Inlet Invert= 314.00', Outlet Invert= 311.00' ‡ Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 56HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Reach S5: Swale Segment Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 2.03" for 100-Year event Inflow = 0.36 cfs @ 12.15 hrs, Volume= 0.030 af Outflow = 0.36 cfs @ 12.16 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.31 fps, Min. Travel Time= 0.6 min Avg. Velocity = 0.52 fps, Avg. Travel Time= 1.6 min Peak Storage= 14 cf @ 12.16 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 1.00' Flow Area= 4.7 sf, Capacity= 20.89 cfs 7.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 50.0' Slope= 0.0150 '/' Inlet Invert= 314.75', Outlet Invert= 314.00' Summary for Reach S7: Swale Segment Inflow Area = 0.170 ac, 0.00% Impervious, Inflow Depth > 2.49" for 100-Year event Inflow = 0.58 cfs @ 12.09 hrs, Volume= 0.035 af Outflow = 0.57 cfs @ 12.11 hrs, Volume= 0.035 af, Atten= 2%, Lag= 1.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.87 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.67 fps, Avg. Travel Time= 4.3 min Peak Storage= 53 cf @ 12.11 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 1.00' Flow Area= 5.3 sf, Capacity= 34.81 cfs 8.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 175.0' Slope= 0.0314 '/' Inlet Invert= 315.00', Outlet Invert= 309.50' ‡ Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 57HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Pond RG1A: Rain Garden Inflow Area = 0.006 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow = 0.04 cfs @ 12.00 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 14.42 hrs, Volume= 0.001 af, Atten= 96%, Lag= 145.2 min Discarded = 0.00 cfs @ 14.42 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 14.42 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 308.75' @ 14.42 hrs Surf.Area= 169 sf Storage= 81 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 186.9 min ( 925.6 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 308.00' 128 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.00 45 0 0 309.00 210 128 128 Device Routing Invert Outlet Devices #1 Discarded 308.00'0.250 in/hr Exfiltration over Surface area #2 Primary 308.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 14.42 hrs HW=308.75' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 14.42 hrs HW=308.75' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.12 fps) Summary for Pond RG2A: Rain Garden [61] Hint: Exceeded Reach S7 outlet invert by 0.06' @ 12.09 hrs Inflow Area = 0.676 ac, 0.00% Impervious, Inflow Depth > 3.04" for 100-Year event Inflow = 2.51 cfs @ 12.08 hrs, Volume= 0.171 af Outflow = 2.50 cfs @ 12.09 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.5 min Discarded = 0.01 cfs @ 12.09 hrs, Volume= 0.006 af Primary = 2.49 cfs @ 12.09 hrs, Volume= 0.157 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 309.56' @ 12.09 hrs Surf.Area= 1,089 sf Storage= 621 cf Plug-Flow detention time= 38.6 min calculated for 0.163 af (95% of inflow) Center-of-Mass det. time= 13.6 min ( 847.5 - 833.9 ) Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 58HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 308.50' 835 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 308.50 75 0 0 309.00 544 155 155 309.50 1,052 399 554 309.75 1,200 282 835 Device Routing Invert Outlet Devices #1 Primary 309.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 308.50'0.250 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Primary 309.50'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.09 hrs HW=309.56' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.49 cfs @ 12.09 hrs HW=309.56' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.90 cfs @ 1.44 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.59 cfs @ 0.64 fps) Summary for Pond RG3A: Rain Garden Inflow Area = 0.015 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow = 0.12 cfs @ 12.00 hrs, Volume= 0.008 af Outflow = 0.03 cfs @ 12.26 hrs, Volume= 0.004 af, Atten= 72%, Lag= 15.6 min Discarded = 0.00 cfs @ 12.26 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.26 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 310.78' @ 12.26 hrs Surf.Area= 331 sf Storage= 170 cf Plug-Flow detention time= 233.8 min calculated for 0.004 af (57% of inflow) Center-of-Mass det. time= 116.7 min ( 855.4 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 310.00' 249 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 59HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.00 102 0 0 311.00 395 249 249 Device Routing Invert Outlet Devices #1 Discarded 310.00'0.250 in/hr Exfiltration over Surface area #2 Primary 310.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.26 hrs HW=310.78' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 12.26 hrs HW=310.78' TW=308.14' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.46 fps) Summary for Pond RG4A: Rain Garden Inflow Area = 0.012 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow = 0.09 cfs @ 12.00 hrs, Volume= 0.006 af Outflow = 0.01 cfs @ 12.47 hrs, Volume= 0.003 af, Atten= 87%, Lag= 27.9 min Discarded = 0.00 cfs @ 12.47 hrs, Volume= 0.002 af Primary = 0.01 cfs @ 12.47 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 310.27' @ 12.47 hrs Surf.Area= 314 sf Storage= 156 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 139.8 min ( 878.5 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 309.50' 239 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 109 0 0 310.00 227 84 84 310.50 391 155 239 Device Routing Invert Outlet Devices #1 Discarded 309.50'0.250 in/hr Exfiltration over Surface area #2 Primary 310.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 60HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 12.47 hrs HW=310.27' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.47 hrs HW=310.27' TW=308.11' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.32 fps) Summary for Pond RG5A: Rain Garden Inflow Area = 0.149 ac, 28.02% Impervious, Inflow Depth > 4.25" for 100-Year event Inflow = 0.81 cfs @ 12.05 hrs, Volume= 0.053 af Outflow = 0.52 cfs @ 12.13 hrs, Volume= 0.041 af, Atten= 36%, Lag= 4.6 min Discarded = 0.01 cfs @ 12.13 hrs, Volume= 0.007 af Primary = 0.51 cfs @ 12.13 hrs, Volume= 0.034 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.97' @ 12.13 hrs Surf.Area= 1,203 sf Storage= 753 cf Plug-Flow detention time= 130.7 min calculated for 0.041 af (77% of inflow) Center-of-Mass det. time= 49.3 min ( 855.6 - 806.3 ) Volume Invert Avail.Storage Storage Description #1 312.00' 795 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.00 357 0 0 313.00 1,233 795 795 Device Routing Invert Outlet Devices #1 Discarded 312.00'0.250 in/hr Exfiltration over Surface area #2 Primary 312.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.13 hrs HW=312.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.51 cfs @ 12.13 hrs HW=312.97' TW=310.89' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.51 cfs @ 1.18 fps) Summary for Pond RG6A: Rain Garden Inflow Area = 0.012 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow = 0.09 cfs @ 12.00 hrs, Volume= 0.006 af Outflow = 0.03 cfs @ 12.22 hrs, Volume= 0.004 af, Atten= 69%, Lag= 12.8 min Discarded = 0.00 cfs @ 12.22 hrs, Volume= 0.002 af Primary = 0.03 cfs @ 12.22 hrs, Volume= 0.002 af Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 61HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.28' @ 12.22 hrs Surf.Area= 250 sf Storage= 134 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 101.8 min ( 840.5 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 311.50' 195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 103 0 0 312.00 188 73 73 312.50 299 122 195 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.22 hrs HW=312.28' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 12.22 hrs HW=312.28' TW=310.87' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.45 fps) Summary for Pond RG6B: Rain Garden Inflow Area = 0.170 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 0.69 cfs @ 12.05 hrs, Volume= 0.044 af Outflow = 0.59 cfs @ 12.09 hrs, Volume= 0.039 af, Atten= 15%, Lag= 2.6 min Discarded = 0.00 cfs @ 12.09 hrs, Volume= 0.003 af Primary = 0.58 cfs @ 12.09 hrs, Volume= 0.035 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 315.99' @ 12.09 hrs Surf.Area= 657 sf Storage= 375 cf Plug-Flow detention time= 84.0 min calculated for 0.039 af (88% of inflow) Center-of-Mass det. time= 26.7 min ( 858.6 - 832.0 ) Volume Invert Avail.Storage Storage Description #1 315.00' 384 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 315.00 103 0 0 316.00 665 384 384 Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 62HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 315.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 315.00'0.250 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=315.99' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.58 cfs @ 12.09 hrs HW=315.99' TW=315.15' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.58 cfs @ 1.24 fps) Summary for Pond RG7A: Rain Garden Inflow Area = 0.204 ac, 28.88% Impervious, Inflow Depth > 4.14" for 100-Year event Inflow = 1.08 cfs @ 12.05 hrs, Volume= 0.071 af Outflow = 0.88 cfs @ 12.10 hrs, Volume= 0.062 af, Atten= 19%, Lag= 3.0 min Discarded = 0.01 cfs @ 12.07 hrs, Volume= 0.008 af Primary = 0.87 cfs @ 12.10 hrs, Volume= 0.054 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.52' @ 12.10 hrs Surf.Area= 1,600 sf Storage= 721 cf Plug-Flow detention time= 88.9 min calculated for 0.062 af (88% of inflow) Center-of-Mass det. time= 33.4 min ( 842.4 - 808.9 ) Volume Invert Avail.Storage Storage Description #1 311.50' 1,092 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 193 0 0 312.00 488 170 170 312.50 1,600 522 692 312.75 1,600 400 1,092 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #3 Primary 312.50'25.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 63HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.07 hrs HW=312.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.86 cfs @ 12.10 hrs HW=312.52' TW=311.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.71 cfs @ 1.33 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.15 cfs @ 0.34 fps) Summary for Pond RG8A: Rain Garden Inflow Area = 0.029 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow = 0.22 cfs @ 12.00 hrs, Volume= 0.015 af Outflow = 0.05 cfs @ 12.31 hrs, Volume= 0.008 af, Atten= 76%, Lag= 18.5 min Discarded = 0.00 cfs @ 12.31 hrs, Volume= 0.005 af Primary = 0.05 cfs @ 12.31 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.30' @ 12.31 hrs Surf.Area= 573 sf Storage= 329 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 100.3 min ( 839.0 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 311.50' 455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.50 276 0 0 312.00 440 179 179 312.50 664 276 455 Device Routing Invert Outlet Devices #1 Discarded 311.50'0.250 in/hr Exfiltration over Surface area #2 Primary 312.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.31 hrs HW=312.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.05 cfs @ 12.31 hrs HW=312.30' TW=311.13' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.55 fps) Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed WEST Printed 6/6/2017Prepared by Microsoft Page 64HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Pond RG8B: Rain Garden Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-Year event Inflow = 0.72 cfs @ 12.05 hrs, Volume= 0.046 af Outflow = 0.37 cfs @ 12.15 hrs, Volume= 0.036 af, Atten= 48%, Lag= 6.3 min Discarded = 0.01 cfs @ 12.15 hrs, Volume= 0.006 af Primary = 0.36 cfs @ 12.15 hrs, Volume= 0.030 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 316.92' @ 12.15 hrs Surf.Area= 1,096 sf Storage= 609 cf Plug-Flow detention time= 129.9 min calculated for 0.036 af (78% of inflow) Center-of-Mass det. time= 47.1 min ( 879.1 - 832.0 ) Volume Invert Avail.Storage Storage Description #1 316.00' 697 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.00 225 0 0 317.00 1,169 697 697 Device Routing Invert Outlet Devices #1 Primary 316.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 316.00'0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.15 hrs HW=316.92' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.36 cfs @ 12.15 hrs HW=316.92' TW=314.90' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.36 cfs @ 1.06 fps) A10 General Drainage Area A6y General Drainage Area A8 General Drainage Area A9 General Drainage Area H10 House & Garage H9 House CP2 Control Point 2 CP3 Control Point 3 CP4 Control Point 4 CPT Total S6 Swale Segment RG10A Rain Garden RG10B Rain Garden RG9A Rain Garden CP1 Link Routing Diagram for Burts Bog Proposed EAST-ROAD-TOTAL Prepared by Microsoft, Printed 6/6/2017 HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 2HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1,593 sf 12.81% Impervious Runoff Depth>1.07"Subcatchment A10: General Drainage Area Flow Length=10' Slope=0.0200 '/' Tc=0.6 min CN=77 Runoff=0.05 cfs 0.003 af Runoff Area=13,580 sf 0.00% Impervious Runoff Depth>0.76"Subcatchment A6y: General Drainage Area Flow Length=240' Slope=0.1060 '/' Tc=4.0 min CN=71 Runoff=0.27 cfs 0.020 af Runoff Area=14,683 sf 0.65% Impervious Runoff Depth>0.86"Subcatchment A8: General Drainage Area Flow Length=140' Slope=0.0477 '/' Tc=3.7 min CN=73 Runoff=0.34 cfs 0.024 af Runoff Area=3,675 sf 15.27% Impervious Runoff Depth>1.13"Subcatchment A9: General Drainage Area Flow Length=10' Slope=0.0200 '/' Tc=0.6 min CN=78 Runoff=0.13 cfs 0.008 af Runoff Area=1,264 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H10: House & Garage Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.10 cfs 0.007 af Runoff Area=780 sf 100.00% Impervious Runoff Depth>2.77"Subcatchment H9: House Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.06 cfs 0.004 af Inflow=0.34 cfs 0.024 afReach CP2: Control Point 2 Outflow=0.34 cfs 0.024 af Inflow=0.13 cfs 0.008 afReach CP3: Control Point 3 Outflow=0.13 cfs 0.008 af Inflow=0.05 cfs 0.003 afReach CP4: Control Point 4 Outflow=0.05 cfs 0.003 af Inflow=2.78 cfs 0.249 afReach CPT: Total Outflow=2.78 cfs 0.249 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach S6: Swale Segment n=0.030 L=70.0' S=0.0350 '/' Capacity=31.91 cfs Outflow=0.00 cfs 0.000 af Peak Elev=313.07' Storage=183 cf Inflow=0.10 cfs 0.007 afPond RG10A: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.003 af Peak Elev=318.06' Storage=581 cf Inflow=0.27 cfs 0.020 afPond RG10B: Rain Garden Discarded=0.01 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.007 af Peak Elev=312.63' Storage=116 cf Inflow=0.06 cfs 0.004 afPond RG9A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.002 af 2-Year Outflow Imported from Burts Bog Proposed WEST~Reach CP1.hce Inflow=2.33 cfs 0.214 afLink CP1: Area= 3.481 ac 14.00% Imperv. Primary=2.33 cfs 0.214 af Total Runoff Area = 0.817 ac Runoff Volume = 0.066 af Average Runoff Depth = 0.97" 91.83% Pervious = 0.750 ac 8.17% Impervious = 0.067 ac Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 3HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A10: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 12.01 hrs, Volume= 0.003 af, Depth> 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 204 98 Paved parking, HSG C 1,389 74 >75% Grass cover, Good, HSG C 1,593 77 Weighted Average 1,389 87.19% Pervious Area 204 12.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 10 0.0200 0.27 Lag/CN Method, Tc Summary for Subcatchment A6y: General Drainage Area Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 11,760 70 Woods, Good, HSG C 1,820 74 >75% Grass cover, Good, HSG C 13,580 71 Weighted Average 13,580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 240 0.1060 0.99 Lag/CN Method, Tc Contour Length= 240' Interval= 6' Summary for Subcatchment A8: General Drainage Area Runoff = 0.34 cfs @ 12.06 hrs, Volume= 0.024 af, Depth> 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 4HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 96 98 Paved parking, HSG C 3,209 70 Woods, Good, HSG C 11,378 74 >75% Grass cover, Good, HSG C 14,683 73 Weighted Average 14,587 99.35% Pervious Area 96 0.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 140 0.0477 0.63 Lag/CN Method, Tc Contour Length= 140' Interval= 5' Summary for Subcatchment A9: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.13 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 561 98 Paved parking, HSG C 3,114 74 >75% Grass cover, Good, HSG C 3,675 78 Weighted Average 3,114 84.73% Pervious Area 561 15.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 10 0.0200 0.28 Lag/CN Method, Tc Summary for Subcatchment H10: House & Garage [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.00 hrs, Volume= 0.007 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,264 98 Roofs, HSG C 1,264 100.00% Impervious Area Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 5HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H9: House [49] Hint: Tc<2dt may require smaller dt Runoff = 0.06 cfs @ 12.00 hrs, Volume= 0.004 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 780 98 Roofs, HSG C 780 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Reach CP2: Control Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.696 ac, 7.06% Impervious, Inflow Depth > 0.41" for 2-Year event Inflow = 0.34 cfs @ 12.06 hrs, Volume= 0.024 af Outflow = 0.34 cfs @ 12.06 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP3: Control Point 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.084 ac, 15.27% Impervious, Inflow Depth > 1.13" for 2-Year event Inflow = 0.13 cfs @ 12.01 hrs, Volume= 0.008 af Outflow = 0.13 cfs @ 12.01 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP4: Control Point 4 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.037 ac, 12.81% Impervious, Inflow Depth > 1.07" for 2-Year event Inflow = 0.05 cfs @ 12.01 hrs, Volume= 0.003 af Outflow = 0.05 cfs @ 12.01 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 6HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPT: Total [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.297 ac, 12.89% Impervious, Inflow Depth > 0.70" for 2-Year event Inflow = 2.78 cfs @ 12.08 hrs, Volume= 0.249 af Outflow = 2.78 cfs @ 12.08 hrs, Volume= 0.249 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S6: Swale Segment Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 4.7 sf, Capacity= 31.91 cfs 7.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 70.0' Slope= 0.0350 '/' Inlet Invert= 316.00', Outlet Invert= 313.55' Summary for Pond RG10A: Rain Garden Inflow Area = 0.341 ac, 8.52% Impervious, Inflow Depth > 0.24" for 2-Year event Inflow = 0.10 cfs @ 12.00 hrs, Volume= 0.007 af Outflow = 0.00 cfs @ 15.59 hrs, Volume= 0.003 af, Atten= 97%, Lag= 215.4 min Discarded = 0.00 cfs @ 15.59 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 313.07' @ 15.59 hrs Surf.Area= 464 sf Storage= 183 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 179.9 min ( 932.2 - 752.3 ) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 7HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 312.50' 624 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.50 189 0 0 313.00 420 152 152 313.50 734 289 441 313.75 734 184 624 Device Routing Invert Outlet Devices #1 Discarded 312.50'0.250 in/hr Exfiltration over Surface area #2 Primary 313.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.59 hrs HW=313.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=312.50' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG10B: Rain Garden Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth > 0.76" for 2-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.01 cfs @ 19.43 hrs, Volume= 0.007 af, Atten= 97%, Lag= 441.4 min Discarded = 0.01 cfs @ 19.43 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 318.06' @ 19.43 hrs Surf.Area= 1,259 sf Storage= 581 cf Plug-Flow detention time= 364.7 min calculated for 0.007 af (35% of inflow) Center-of-Mass det. time= 216.1 min ( 1,090.6 - 874.5 ) Volume Invert Avail.Storage Storage Description #1 317.25' 1,131 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 317.25 224 0 0 318.00 1,139 511 511 318.40 1,958 619 1,131 Device Routing Invert Outlet Devices #1 Primary 318.40'60.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 8HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 317.25'0.250 in/hr Exfiltration over Surface area #3 Primary 318.10'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 19.43 hrs HW=318.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=317.25' TW=316.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RG9A: Rain Garden Inflow Area = 0.018 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow = 0.06 cfs @ 12.00 hrs, Volume= 0.004 af Outflow = 0.00 cfs @ 15.56 hrs, Volume= 0.002 af, Atten= 97%, Lag= 213.6 min Discarded = 0.00 cfs @ 15.56 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.63' @ 15.56 hrs Surf.Area= 289 sf Storage= 116 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 197.7 min ( 950.1 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 312.00' 247 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.00 80 0 0 313.00 414 247 247 Device Routing Invert Outlet Devices #1 Discarded 312.00'0.250 in/hr Exfiltration over Surface area #2 Primary 312.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 15.56 hrs HW=312.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=312.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.00"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 9HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Link CP1: Link Inflow Area = 3.481 ac, 14.00% Impervious, Inflow Depth > 0.74" for 2-Year event Inflow = 2.33 cfs @ 12.08 hrs, Volume= 0.214 af Primary = 2.33 cfs @ 12.08 hrs, Volume= 0.214 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 2-Year Outflow Imported from Burts Bog Proposed WEST~Reach CP1.hce Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 10HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1,593 sf 12.81% Impervious Runoff Depth>2.21"Subcatchment A10: General Drainage Area Flow Length=10' Slope=0.0200 '/' Tc=0.6 min CN=77 Runoff=0.11 cfs 0.007 af Runoff Area=13,580 sf 0.00% Impervious Runoff Depth>1.74"Subcatchment A6y: General Drainage Area Flow Length=240' Slope=0.1060 '/' Tc=4.0 min CN=71 Runoff=0.67 cfs 0.045 af Runoff Area=14,683 sf 0.65% Impervious Runoff Depth>1.89"Subcatchment A8: General Drainage Area Flow Length=140' Slope=0.0477 '/' Tc=3.7 min CN=73 Runoff=0.80 cfs 0.053 af Runoff Area=3,675 sf 15.27% Impervious Runoff Depth>2.29"Subcatchment A9: General Drainage Area Flow Length=10' Slope=0.0200 '/' Tc=0.6 min CN=78 Runoff=0.27 cfs 0.016 af Runoff Area=1,264 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H10: House & Garage Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.16 cfs 0.010 af Runoff Area=780 sf 100.00% Impervious Runoff Depth>4.26"Subcatchment H9: House Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.10 cfs 0.006 af Inflow=0.80 cfs 0.076 afReach CP2: Control Point 2 Outflow=0.80 cfs 0.076 af Inflow=0.27 cfs 0.016 afReach CP3: Control Point 3 Outflow=0.27 cfs 0.016 af Inflow=0.11 cfs 0.007 afReach CP4: Control Point 4 Outflow=0.11 cfs 0.007 af Inflow=7.09 cfs 0.612 afReach CPT: Total Outflow=7.09 cfs 0.612 af Avg. Flow Depth=0.09' Max Vel=1.38 fps Inflow=0.16 cfs 0.022 afReach S6: Swale Segment n=0.030 L=70.0' S=0.0350 '/' Capacity=31.91 cfs Outflow=0.16 cfs 0.022 af Peak Elev=313.35' Storage=337 cf Inflow=0.19 cfs 0.033 afPond RG10A: Rain Garden Discarded=0.00 cfs 0.004 af Primary=0.16 cfs 0.022 af Outflow=0.16 cfs 0.026 af Peak Elev=318.20' Storage=783 cf Inflow=0.67 cfs 0.045 afPond RG10B: Rain Garden Discarded=0.01 cfs 0.008 af Primary=0.16 cfs 0.022 af Outflow=0.17 cfs 0.031 af Peak Elev=312.76' Storage=159 cf Inflow=0.10 cfs 0.006 afPond RG9A: Rain Garden Discarded=0.00 cfs 0.002 af Primary=0.01 cfs 0.001 af Outflow=0.01 cfs 0.003 af 10-Year Outflow Imported from Burts Bog Proposed WEST~Reach CP1.hce Inflow=6.18 cfs 0.513 afLink Area= 3.481 ac 14.00% Imperv. Primary=6.18 cfs 0.513 af Total Runoff Area = 0.817 ac Runoff Volume = 0.138 af Average Runoff Depth = 2.03" 91.83% Pervious = 0.750 ac 8.17% Impervious = 0.067 ac Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 11HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A10: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.11 cfs @ 12.01 hrs, Volume= 0.007 af, Depth> 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 204 98 Paved parking, HSG C 1,389 74 >75% Grass cover, Good, HSG C 1,593 77 Weighted Average 1,389 87.19% Pervious Area 204 12.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 10 0.0200 0.27 Lag/CN Method, Tc Summary for Subcatchment A6y: General Drainage Area Runoff = 0.67 cfs @ 12.06 hrs, Volume= 0.045 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 11,760 70 Woods, Good, HSG C 1,820 74 >75% Grass cover, Good, HSG C 13,580 71 Weighted Average 13,580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 240 0.1060 0.99 Lag/CN Method, Tc Contour Length= 240' Interval= 6' Summary for Subcatchment A8: General Drainage Area Runoff = 0.80 cfs @ 12.06 hrs, Volume= 0.053 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 12HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 96 98 Paved parking, HSG C 3,209 70 Woods, Good, HSG C 11,378 74 >75% Grass cover, Good, HSG C 14,683 73 Weighted Average 14,587 99.35% Pervious Area 96 0.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 140 0.0477 0.63 Lag/CN Method, Tc Contour Length= 140' Interval= 5' Summary for Subcatchment A9: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.01 hrs, Volume= 0.016 af, Depth> 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 561 98 Paved parking, HSG C 3,114 74 >75% Grass cover, Good, HSG C 3,675 78 Weighted Average 3,114 84.73% Pervious Area 561 15.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 10 0.0200 0.28 Lag/CN Method, Tc Summary for Subcatchment H10: House & Garage [49] Hint: Tc<2dt may require smaller dt Runoff = 0.16 cfs @ 12.00 hrs, Volume= 0.010 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,264 98 Roofs, HSG C 1,264 100.00% Impervious Area Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 13HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H9: House [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.00 hrs, Volume= 0.006 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 780 98 Roofs, HSG C 780 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Reach CP2: Control Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.696 ac, 7.06% Impervious, Inflow Depth > 1.31" for 10-Year event Inflow = 0.80 cfs @ 12.06 hrs, Volume= 0.076 af Outflow = 0.80 cfs @ 12.06 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP3: Control Point 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.084 ac, 15.27% Impervious, Inflow Depth > 2.29" for 10-Year event Inflow = 0.27 cfs @ 12.01 hrs, Volume= 0.016 af Outflow = 0.27 cfs @ 12.01 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP4: Control Point 4 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.037 ac, 12.81% Impervious, Inflow Depth > 2.21" for 10-Year event Inflow = 0.11 cfs @ 12.01 hrs, Volume= 0.007 af Outflow = 0.11 cfs @ 12.01 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 14HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPT: Total [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.297 ac, 12.89% Impervious, Inflow Depth > 1.71" for 10-Year event Inflow = 7.09 cfs @ 12.09 hrs, Volume= 0.612 af Outflow = 7.09 cfs @ 12.09 hrs, Volume= 0.612 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S6: Swale Segment Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth > 0.86" for 10-Year event Inflow = 0.16 cfs @ 12.46 hrs, Volume= 0.022 af Outflow = 0.16 cfs @ 12.47 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.38 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 1.8 min Peak Storage= 8 cf @ 12.47 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 1.00' Flow Area= 4.7 sf, Capacity= 31.91 cfs 7.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 70.0' Slope= 0.0350 '/' Inlet Invert= 316.00', Outlet Invert= 313.55' Summary for Pond RG10A: Rain Garden Inflow Area = 0.341 ac, 8.52% Impervious, Inflow Depth > 1.15" for 10-Year event Inflow = 0.19 cfs @ 12.44 hrs, Volume= 0.033 af Outflow = 0.16 cfs @ 12.58 hrs, Volume= 0.026 af, Atten= 13%, Lag= 8.2 min Discarded = 0.00 cfs @ 12.58 hrs, Volume= 0.004 af Primary = 0.16 cfs @ 12.58 hrs, Volume= 0.022 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 313.35' @ 12.58 hrs Surf.Area= 639 sf Storage= 337 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 45.0 min ( 880.6 - 835.7 ) Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 15HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 312.50' 624 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.50 189 0 0 313.00 420 152 152 313.50 734 289 441 313.75 734 184 624 Device Routing Invert Outlet Devices #1 Discarded 312.50'0.250 in/hr Exfiltration over Surface area #2 Primary 313.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.58 hrs HW=313.35' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 12.58 hrs HW=313.35' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.80 fps) Summary for Pond RG10B: Rain Garden Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth > 1.74" for 10-Year event Inflow = 0.67 cfs @ 12.06 hrs, Volume= 0.045 af Outflow = 0.17 cfs @ 12.46 hrs, Volume= 0.031 af, Atten= 74%, Lag= 23.6 min Discarded = 0.01 cfs @ 12.46 hrs, Volume= 0.008 af Primary = 0.16 cfs @ 12.46 hrs, Volume= 0.022 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 318.20' @ 12.46 hrs Surf.Area= 1,552 sf Storage= 783 cf Plug-Flow detention time= 183.4 min calculated for 0.031 af (67% of inflow) Center-of-Mass det. time= 78.0 min ( 926.4 - 848.4 ) Volume Invert Avail.Storage Storage Description #1 317.25' 1,131 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 317.25 224 0 0 318.00 1,139 511 511 318.40 1,958 619 1,131 Device Routing Invert Outlet Devices #1 Primary 318.40'60.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 16HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 317.25'0.250 in/hr Exfiltration over Surface area #3 Primary 318.10'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.46 hrs HW=318.20' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.16 cfs @ 12.46 hrs HW=318.20' TW=316.09' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.81 fps) Summary for Pond RG9A: Rain Garden Inflow Area = 0.018 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow = 0.10 cfs @ 12.00 hrs, Volume= 0.006 af Outflow = 0.01 cfs @ 12.49 hrs, Volume= 0.003 af, Atten= 89%, Lag= 29.2 min Discarded = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af Primary = 0.01 cfs @ 12.49 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.76' @ 12.49 hrs Surf.Area= 335 sf Storage= 159 cf Plug-Flow detention time= 282.1 min calculated for 0.003 af (52% of inflow) Center-of-Mass det. time= 157.6 min ( 902.0 - 744.3 ) Volume Invert Avail.Storage Storage Description #1 312.00' 247 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.00 80 0 0 313.00 414 247 247 Device Routing Invert Outlet Devices #1 Discarded 312.00'0.250 in/hr Exfiltration over Surface area #2 Primary 312.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.49 hrs HW=312.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.49 hrs HW=312.76' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.30 fps) Type III 24-hr 10-Year Rainfall=4.50"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 17HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Link CP1: Link Inflow Area = 3.481 ac, 14.00% Impervious, Inflow Depth > 1.77" for 10-Year event Inflow = 6.18 cfs @ 12.10 hrs, Volume= 0.513 af Primary = 6.18 cfs @ 12.10 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 10-Year Outflow Imported from Burts Bog Proposed WEST~Reach CP1.hce Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 18HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1,593 sf 12.81% Impervious Runoff Depth>3.83"Subcatchment A10: General Drainage Area Flow Length=10' Slope=0.0200 '/' Tc=0.6 min CN=77 Runoff=0.20 cfs 0.012 af Runoff Area=13,580 sf 0.00% Impervious Runoff Depth>3.22"Subcatchment A6y: General Drainage Area Flow Length=240' Slope=0.1060 '/' Tc=4.0 min CN=71 Runoff=1.27 cfs 0.084 af Runoff Area=14,683 sf 0.65% Impervious Runoff Depth>3.42"Subcatchment A8: General Drainage Area Flow Length=140' Slope=0.0477 '/' Tc=3.7 min CN=73 Runoff=1.47 cfs 0.096 af Runoff Area=3,675 sf 15.27% Impervious Runoff Depth>3.93"Subcatchment A9: General Drainage Area Flow Length=10' Slope=0.0200 '/' Tc=0.6 min CN=78 Runoff=0.47 cfs 0.028 af Runoff Area=1,264 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H10: House & Garage Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.22 cfs 0.015 af Runoff Area=780 sf 100.00% Impervious Runoff Depth>6.16"Subcatchment H9: House Flow Length=10' Slope=0.2500 '/' Tc=0.1 min CN=98 Runoff=0.14 cfs 0.009 af Inflow=1.68 cfs 0.163 afReach CP2: Control Point 2 Outflow=1.68 cfs 0.163 af Inflow=0.47 cfs 0.028 afReach CP3: Control Point 3 Outflow=0.47 cfs 0.028 af Inflow=0.20 cfs 0.012 afReach CP4: Control Point 4 Outflow=0.20 cfs 0.012 af Inflow=14.92 cfs 1.166 afReach CPT: Total Outflow=14.92 cfs 1.166 af Avg. Flow Depth=0.17' Max Vel=2.15 fps Inflow=0.70 cfs 0.060 afReach S6: Swale Segment n=0.030 L=70.0' S=0.0350 '/' Capacity=31.91 cfs Outflow=0.69 cfs 0.060 af Peak Elev=313.52' Storage=454 cf Inflow=0.77 cfs 0.075 afPond RG10A: Rain Garden Discarded=0.00 cfs 0.005 af Primary=0.71 cfs 0.063 af Outflow=0.72 cfs 0.068 af Peak Elev=318.36' Storage=1,061 cf Inflow=1.27 cfs 0.084 afPond RG10B: Rain Garden Discarded=0.01 cfs 0.009 af Primary=0.70 cfs 0.060 af Outflow=0.71 cfs 0.069 af Peak Elev=312.81' Storage=175 cf Inflow=0.14 cfs 0.009 afPond RG9A: Rain Garden Discarded=0.00 cfs 0.003 af Primary=0.08 cfs 0.003 af Outflow=0.08 cfs 0.006 af 100-Year Outflow Imported from Burts Bog Proposed WEST~Reach CP1.hce Inflow=12.83 cfs 0.964 afLink Area= 3.481 ac 14.00% Imperv. Primary=12.83 cfs 0.964 af Total Runoff Area = 0.817 ac Runoff Volume = 0.243 af Average Runoff Depth = 3.57" 91.83% Pervious = 0.750 ac 8.17% Impervious = 0.067 ac Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 19HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A10: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.20 cfs @ 12.01 hrs, Volume= 0.012 af, Depth> 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 204 98 Paved parking, HSG C 1,389 74 >75% Grass cover, Good, HSG C 1,593 77 Weighted Average 1,389 87.19% Pervious Area 204 12.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 10 0.0200 0.27 Lag/CN Method, Tc Summary for Subcatchment A6y: General Drainage Area Runoff = 1.27 cfs @ 12.06 hrs, Volume= 0.084 af, Depth> 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 11,760 70 Woods, Good, HSG C 1,820 74 >75% Grass cover, Good, HSG C 13,580 71 Weighted Average 13,580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 240 0.1060 0.99 Lag/CN Method, Tc Contour Length= 240' Interval= 6' Summary for Subcatchment A8: General Drainage Area Runoff = 1.47 cfs @ 12.06 hrs, Volume= 0.096 af, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 20HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 96 98 Paved parking, HSG C 3,209 70 Woods, Good, HSG C 11,378 74 >75% Grass cover, Good, HSG C 14,683 73 Weighted Average 14,587 99.35% Pervious Area 96 0.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 140 0.0477 0.63 Lag/CN Method, Tc Contour Length= 140' Interval= 5' Summary for Subcatchment A9: General Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.01 hrs, Volume= 0.028 af, Depth> 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 561 98 Paved parking, HSG C 3,114 74 >75% Grass cover, Good, HSG C 3,675 78 Weighted Average 3,114 84.73% Pervious Area 561 15.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 10 0.0200 0.28 Lag/CN Method, Tc Summary for Subcatchment H10: House & Garage [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.00 hrs, Volume= 0.015 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 1,264 98 Roofs, HSG C 1,264 100.00% Impervious Area Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 21HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Subcatchment H9: House [49] Hint: Tc<2dt may require smaller dt Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 780 98 Roofs, HSG C 780 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 10 0.2500 2.20 Lag/CN Method, Summary for Reach CP2: Control Point 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.696 ac, 7.06% Impervious, Inflow Depth > 2.81" for 100-Year event Inflow = 1.68 cfs @ 12.08 hrs, Volume= 0.163 af Outflow = 1.68 cfs @ 12.08 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP3: Control Point 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.084 ac, 15.27% Impervious, Inflow Depth > 3.93" for 100-Year event Inflow = 0.47 cfs @ 12.01 hrs, Volume= 0.028 af Outflow = 0.47 cfs @ 12.01 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CP4: Control Point 4 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.037 ac, 12.81% Impervious, Inflow Depth > 3.83" for 100-Year event Inflow = 0.20 cfs @ 12.01 hrs, Volume= 0.012 af Outflow = 0.20 cfs @ 12.01 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 22HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPT: Total [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.297 ac, 12.89% Impervious, Inflow Depth > 3.26" for 100-Year event Inflow = 14.92 cfs @ 12.08 hrs, Volume= 1.166 af Outflow = 14.92 cfs @ 12.08 hrs, Volume= 1.166 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Reach S6: Swale Segment Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth > 2.30" for 100-Year event Inflow = 0.70 cfs @ 12.16 hrs, Volume= 0.060 af Outflow = 0.69 cfs @ 12.17 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.15 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.86 fps, Avg. Travel Time= 1.4 min Peak Storage= 23 cf @ 12.17 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 1.00' Flow Area= 4.7 sf, Capacity= 31.91 cfs 7.00' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed & winding Length= 70.0' Slope= 0.0350 '/' Inlet Invert= 316.00', Outlet Invert= 313.55' Summary for Pond RG10A: Rain Garden Inflow Area = 0.341 ac, 8.52% Impervious, Inflow Depth > 2.63" for 100-Year event Inflow = 0.77 cfs @ 12.17 hrs, Volume= 0.075 af Outflow = 0.72 cfs @ 12.25 hrs, Volume= 0.068 af, Atten= 7%, Lag= 4.8 min Discarded = 0.00 cfs @ 12.18 hrs, Volume= 0.005 af Primary = 0.71 cfs @ 12.25 hrs, Volume= 0.063 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 313.52' @ 12.25 hrs Surf.Area= 734 sf Storage= 454 cf Plug-Flow detention time= 63.0 min calculated for 0.068 af (91% of inflow) Center-of-Mass det. time= 22.4 min ( 849.1 - 826.7 ) Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 23HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 312.50' 624 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.50 189 0 0 313.00 420 152 152 313.50 734 289 441 313.75 734 184 624 Device Routing Invert Outlet Devices #1 Discarded 312.50'0.250 in/hr Exfiltration over Surface area #2 Primary 313.25'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.18 hrs HW=313.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.71 cfs @ 12.25 hrs HW=313.52' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.71 cfs @ 1.33 fps) Summary for Pond RG10B: Rain Garden Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth > 3.22" for 100-Year event Inflow = 1.27 cfs @ 12.06 hrs, Volume= 0.084 af Outflow = 0.71 cfs @ 12.16 hrs, Volume= 0.069 af, Atten= 44%, Lag= 6.1 min Discarded = 0.01 cfs @ 12.16 hrs, Volume= 0.009 af Primary = 0.70 cfs @ 12.16 hrs, Volume= 0.060 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 318.36' @ 12.16 hrs Surf.Area= 1,884 sf Storage= 1,061 cf Plug-Flow detention time= 114.8 min calculated for 0.069 af (82% of inflow) Center-of-Mass det. time= 41.8 min ( 872.3 - 830.5 ) Volume Invert Avail.Storage Storage Description #1 317.25' 1,131 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 317.25 224 0 0 318.00 1,139 511 511 318.40 1,958 619 1,131 Device Routing Invert Outlet Devices #1 Primary 318.40'60.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 24HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 317.25'0.250 in/hr Exfiltration over Surface area #3 Primary 318.10'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 12.16 hrs HW=318.36' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.69 cfs @ 12.16 hrs HW=318.36' TW=316.17' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir (Weir Controls 0.69 cfs @ 1.32 fps) Summary for Pond RG9A: Rain Garden Inflow Area = 0.018 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af Outflow = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af, Atten= 43%, Lag= 4.4 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.003 af Primary = 0.08 cfs @ 12.07 hrs, Volume= 0.003 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 312.81' @ 12.07 hrs Surf.Area= 351 sf Storage= 175 cf Plug-Flow detention time= 201.8 min calculated for 0.006 af (64% of inflow) Center-of-Mass det. time= 96.7 min ( 835.4 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 312.00' 247 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 312.00 80 0 0 313.00 414 247 247 Device Routing Invert Outlet Devices #1 Discarded 312.00'0.250 in/hr Exfiltration over Surface area #2 Primary 312.75'2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=312.81' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.08 cfs @ 12.07 hrs HW=312.81' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.62 fps) Type III 24-hr 100-Year Rainfall=6.40"Burts Bog Proposed EAST-ROAD-TOTAL Printed 6/6/2017Prepared by Microsoft Page 25HydroCAD® 10.00-12 s/n 00752 © 2014 HydroCAD Software Solutions LLC Summary for Link CP1: Link Inflow Area = 3.481 ac, 14.00% Impervious, Inflow Depth > 3.32" for 100-Year event Inflow = 12.83 cfs @ 12.08 hrs, Volume= 0.964 af Primary = 12.83 cfs @ 12.08 hrs, Volume= 0.964 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 100-Year Outflow Imported from Burts Bog Proposed WEST~Reach CP1.hce Sunwood Green – 95 Barrett Street Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Appendix D – Stormwater Management System – Operation & Maintenance Plan Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 1 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 1 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: · A storm in which rain is predicted to last for twelve consecutive hours or more. · A storm for which a flash flood watch or warning is issued. · A single storm predicted to have a cumulative rainfall of greater than one-half inch. · A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 2 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. Grasses in rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain garden should be observed during an intense rainfall. The rain garden is designed to receive all the runoff from half of the garage roof. If this runoff is not reaching the rain garden, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 3 Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. 3) No-Disturb Zone A portion of the north end of Lot 1 is part of a designated “no-disturb” zone. This area is left totally undisturbed by construction of the development, in order to encourage runoff exiting the site to maintain natural flow paths and velocities. This area should be left totally undisturbed in perpetuity. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 4 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 2 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 5 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) The rain garden should also be observed annually during an intense rainfall. The swale running along the north end of Lot 2 is designed to convey stormwater from the hillside above the site into the rain garden. The swale and rain garden should be observed to determine if this inflow is occurring, and repairs to the swale must be made of water is unable to reach the rain garden. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 6 Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. 3) No-Disturb Zone A portion of the south end of Lot 2 is part of a designated “no-disturb” zone. This area is left totally undisturbed by construction of the development, in order to encourage runoff exiting the site to maintain natural flow paths and velocities. This area should be left totally undisturbed in perpetuity. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 7 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 3 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 8 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain garden should be observed during an intense rainfall. The rain garden is designed to receive all the runoff from half of the house roof, half of the garage roof, and the roof of the shed/accessory structure. If this runoff is not reaching the rain garden, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 9 Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 10 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 4 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 11 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain garden should be observed during an intense rainfall. The rain garden is designed to receive all the runoff from half of the house roof and half of the garage roof. If this runoff is not reaching the rain garden, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 12 Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 13 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 5 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 14 Post-Construction Inspection & Maintenance Schedule: 1) Stone-Filled Trench The stone trench shall be inspected at least twice per year and cleaned as required. Drain shall be cleaned by removing and replacing sediment-laden stone and removing any sediment collected. Stone may be washed and re-used. Oil and sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. 2) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) 3) Grass Swales & Informal Conveyances Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 15 The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Inspect swales multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 16 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 6 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 17 Post-Construction Inspection & Maintenance Schedule: 1) Stone-Filled Trench The stone trench shall be inspected at least twice per year and cleaned as required. Drain shall be cleaned by removing and replacing sediment-laden stone and removing any sediment collected. Stone may be washed and re-used. Oil and sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. 2) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain gardens should be observed during an intense rainfall. The rain garden nearest to the house is designed to receive all the runoff from half of the house roof and half of Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 18 the garage roof. If this runoff is not reaching the rain garden, a repair must be made. The rain garden at the north end of the site, if it fills completely, is designed to discharge water via the crushed stone outlet to the constructed swale next to the outlet. If this water is not being captured by the swale, a repair must be made. 3) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 19 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 7 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 20 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain garden should be observed during an intense rainfall. The rain garden is designed to receive half the runoff from the roof of the house, in addition to runoff from the surrounding driveways. If this runoff is not reaching the rain garden, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 21 Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 22 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 8 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 23 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain gardens should be observed during an intense rainfall. The rain garden nearest to the house is designed to receive all the runoff from the roof of the house and garage. If this runoff is not reaching the rain garden, a repair must be made. The rain garden at the north end of the site, if it fills completely, is designed to discharge water via the crushed stone outlet to the constructed swale next to the outlet. If this water is not being captured by the swale, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 24 Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 25 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 9 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 26 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain garden nearest to the house should be observed during an intense rainfall. The rain garden is designed to receive all the runoff from roof of the house and garage. If this runoff is not reaching the rain garden, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 27 Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 28 Stormwater Management System Operation & Maintenance Plan Burts Bog Development Lot 10 During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and straw bales/wattles, sufficient to construct a sedimentation control barrier a minimum of 20 feet long, shall be stockpiled on the site in order to repair established barriers which may be damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system. A rain storm shall be defined as any of the following: * A storm in which rain is predicted to last for twelve consecutive hours or more. * A storm for which a flash flood watch or warning is issued. * A single storm predicted to have a cumulative rainfall of greater than one-half inch. * A storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Department of Public Works shall be notified of any significant failure of stormwater management systems or erosion and sediment control measures, and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the fence of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 29 Post-Construction Inspection & Maintenance Schedule: 1) Rain Garden The rain garden shall be inspected at least twice per year and cleaned annually, or more frequently if required. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within basin/swales, which shall be repaired immediately. It is recommended that sediment removal be performed after the completion of the spring snow melt. The rain garden has been seeded with a woodland grass mix. The rain garden must be mowed at least once per year to prevent the growth of shrubs and woody stem plants. The rain garden may be mowed more often, at the discretion of the property owner. Note that excessive mowing will reduce the ability of rain garden to absorb runoff. Optionally, the property owner may choose to plant shrubs or ornamental grasses. Note that, while rain gardens are often considered “wet” locations, some level of drought tolerance is necessary between rain storms. The following list includes plant species that have been successfully located in rain gardens in the past. Species should be carefully selected to match the soil and shade conditions of the specific location. · Rice Cutgrass (Leersia oryzoides) · Stout Wood-Reedgrass (Cinna arundinacea) · Ironweed (Vernonia noveboracensis) · Button Bush (Cephalanthus occidentalis) · Hop Sedge (Carex lupulina) · Pink Turtlehead (Chelone lyonii 'Hot Lips') · Sweet Flag (Acorus gramineus) · Bottle Gentian (Gentiana clausa) · Cardinal Flower (Lobelia cardinalis) · Christmas Rose (Helleborus niger) Annually, the rain gardens should be observed during an intense rainfall. The rain garden nearest to the house is designed to receive all the runoff from the roof of the house and garage. If this runoff is not reaching the rain garden, a repair must be made. The rain garden at the north end of the site, if it fills completely, is designed to discharge water via the crushed stone outlet to the constructed swale next to the outlet. If this water is not being captured by the swale, a repair must be made. 2) Grass Swales & Informal Conveyances The Burts Bog Development includes two main swales carrying stormwater through most of the 10 parcels. These swales are a combination of artificially-constructed channels, and preserved natural woodland channels. Additionally, each lot includes informal stormwater conveyances that carry runoff to one of the swales and ultimately off-site. Burts Bog Limited Development – Burts Pit Road April 18, 2017 (Revised June 6, 2017) Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Page 30 Inspect swales or conveyances multiple times in the first few months after construction and twice per year thereafter. Look for signs of erosion and, if found, repair immediately. Constructed swales should be mowed at least once per year to prevent the growth of shrubs or trees, but may be mowed more often at the discretion of the property owner. Swales and conveyances in the undisturbed wooded portions of the site should not be mowed, and left totally undisturbed. The only exception would be for removal of invasive species, which may be performed in accordance with methods recommended by the Massachusetts Department of Environmental Protection. Sunwood Green – 95 Barrett Street Northampton, Massachusetts Stormwater Management Report The Berkshire Design Group, Inc. Appendix E – Erosion & Sedimentation Control Specifications Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 1 SECTION 312500 SEDIMENT AND EROSION CONTROL PART 1 - GENERAL 1.01 CONTRACT PROVISIONS INCORPORATED BY REFERENCE The General Provisions of the Contract, including the General and Supplementary Conditions and Division 1, apply to the work specified in this Section. 1.02 ITEMS REQUIRED BUT NOT SPECIFIED If an item or material of this trade is indicated in the Drawings but not specifically listed in this Section, provide such item or material at a standard of quality equal to the standard established for the balance of the Work specified, in accordance with the Architect's interpretation. 1.03 EXECUTION, CORRELATION AND INTENT In case of an inconsistency between Drawings and Specifications, or within either Document not clarified by addendum, the better quality or greater quantity of Work shall be provided, in accord- ance with the Architect's interpretation. 1.04 DESCRIPTION OF WORK A. Provide all equipment and materials, and do all work necessary to construct a complete erosion and sediment control program for minimizing erosion and sediment control provi- sions detailed on the Drawings and specified herein which are the minimum requirements for an erosion control program. The Contractor shall provide additional erosion sediment control materials and methods as required to implement the erosion and siltation control principles specified herein. B. Erosion control and maintenance program, shall include, but not be limited to, installation and maintenance of silt fences, hay bale check dams, and installation schedules of erosion control structures. C. The Contractor shall comply with the requirements of the NPDES GCP for this project. The Engineer has prepared a draft Storm Water Pollution Prevention Plan (SWPPP) for use by the contractor that is intended to meet the requirements of the United States Environmental Protection’s (EPA) National Pollutant Discharge Elimination System (NPDES) General Permit for Storm Water Discharges From Construction Activities (GCP). The Contractor may use the draft SWPPP provided, or prepare a SWPPP for the site. The SWPPP shall be continually revised as necessary to maintain compliance with the GCP. 1.05 REFERENCED STANDARDS A. American Association of State Highway and Transportation Officials (AASHTO): Stand- ard Specifications for Highways and Bridges B. Commonwealth of Massachusetts Highway Department (MHD) Standard Specifications for Highways and Bridges Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 2 C. Massachusetts General Laws, Wetlands Protection Act 1.06 SUBMITTALS A. Proposed methods, materials to be employed, and schedule for effecting erosion and silta- tion control and preventing erosion damage shall be submitted for approval. Submittals shall include: 1. List of proposed material including manufacturer's product data. 2. Schedule of erosion control program indicating specific dates for implementing pro- grams in each major area of work. B. Erosion Control Blanket Produce Data: Submit manufacturer’s product data and installation instructions. Include required substrate preparation, list of materials, and application rates. C. Seed mixture for temporary seed cover shall be submitted for approval of the Architect. 1.07 DELIVERY, STORAGE, AND HANDLING A. Eroson Control Blanket: Deliver materials and products in factory labeled packages. Store and handle in strict compliance with manufacturer’s instructions and recommendations. Pro- tect from damage from weather, excessive temperatures and construction operations. 1.08 EROSION CONTROL PRINCIPLES A. The following erosion control principles shall apply to the land grading and construction phases: 1. Stripping of vegetation, grading, or other soil disturbance shall be done in a manner which will minimize soil erosion. 2. Whenever feasible, natural vegetation shall be retained and protected. 3. Extent of area which is exposed and free of vegetation and duration of its exposure shall be kept within practical limits. 4. Temporary seeding, mulching, or other suitable stabilization measures shall be used to protect exposed critical areas during prolonged construction or other land disturb- ances. 5. Drainage provisions shall accommodate increased runoff resulting from modifica- tions of soil and surface conditions during and after development or disturbance. Such provisions shall be in addition to existing requirements. 6. Sediment shall be retained on-site. 7. Erosion control devices shall be installed as early as possible in the construction se- quence prior to start of clearing and grubbing operations and excavation work. B. Cut and fill slopes and stockpiled materials shall be protected to prevent erosion. Slopes shall be protected with permanent erosion protection when erosion exposure period is ex- Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 3 pected to be greater than or equal to six months, and temporary erosion protection when erosion exposure period is expected to be less than six months. 1. Permanent erosion protection shall be accomplished by seeding with grass and covering with an erosion protection material, as appropriate for prevailing conditions. 2. Temporary erosion protection shall be accomplished by covering with an erosion protection material, as appropriate for prevailing conditions. 3. Except where specified slope is indicated on Drawings, fill slopes shall be limited to a grade of 2:1 (horizontal:vertical), cut slopes shall be limited to a grade of 2:1. 1.09 EMERGENCY OPERATION PROCEDURES A. The Contractor shall have on-call at all times capable, responsible representatives who, when authorized, will mobilize the necessary personnel, materials, and equipment, and otherwise provide the required action when notified of any impending emergency situation. B. The Contractor shall supply a telephone number to the Owner with which the Contractor may be contacted in the evenings and on weekends. The Contractor shall prepare a 24- hour "duty roster" for this purpose and submit it in writing to the Architect. PART 2 - PRODUCTS 2.01 TEMPORARY DEPARTMENT OF ENVIRONMENTAL PROTECTIONS SIGN A. Sign text to include the following: MASS DEP File 246-0684 B. Sign Dimensions: 1. Height: 18” 2. Width: 24” C. Design sign and structure to withstand 90 miles/hr wind velocity D. Finish: vinyl, adequate to withstand weathering, fading and chipping for the duration of construction. E. Sign to remain on site, in location indicated on plans, through the duration of construction. 2.01 SILT FENCE A. Silt fence shall be preassembled silt fence structure to be Mirafi Envirofence, American Engineering Fabrics, Inc. Pre-assembled silt fence, or Everett J. Prescott 800-EJP-24 HR pre-assembled sit fence. 1. Overall length of each fence section shall be minimum 100 ft.; fabric width minimum of 3 ft., post length minimum of 4 ft.; and post spacing maximum of 8.3 ft. 2. Posts shall be tapered for ease of installation, and beveled at top to resist splitting. 2.02 STRAW BALES Straw bales for construction of hay bale check dam and catch basin filter dam shall be new, firm wire or nylon-bound livestock feed-grade. Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 4 2.03 CRUSHED STONE Crushed stone for straw bale check dam, catch basin filter dam and sediment pond riser pipe fil- ters shall conform to MDPW Specifications Section M2.01.3 2.04 TEMPORARY SEED COVER A. Seed mixture for temporary cover by hydroseeding application shall conform to the follow- ing: Quantity per 1000 sq. ft coverage Material 27-1/2 lb. Wood fiber mulch 4 lb. Seed 1/2 lb. Annual Ryegrass 22 lb. 10-6-4 Fertilizer 69 gal. Water 1. Wood fiber mulch shall conform to MHD Specifications. 2. Seed shall conform to MHD Specifications. 2.05 EROSION CONTROL BLANKET A. Acceptable Manufacturer: American Excelsior Company, Arlington, TX. Phone: 800-777- 7645 B. All blankets shall have biodegradable or photodegradable netting. 2.06 STRAW WATTLE A. Straw wattles shall be new, locally-sourced, livestock-grade straw, bound in biodegradable netting. Straw shall be free from seeds and consist exclusively of stalks or stems of grain af- ter threshing. B. Minimum diameter of straw wattles shall be 9 inches. PART 3 - EXECUTION 3.01 TEMPORARY SEED COVER A. Grass seed shall be spread by mechanical spreader at a rate of 4.0 lb./1000 sq. ft. B. Following seeding, area shall be tightly raked to mingle seed with the top 1/8 to 1/4 inch of soil. Areas shall then be smoothed and rolled. C. Following rolling, entire shall be watered until equivalent of a 2-inch depth of water shall have been applied to entire seeded surface, at a rate which will not dislodge seed. Water shall be repeated thereafter as frequently as required to prevent drying of surface, until grass attains an average height of 1 1/2 inches. Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 5 D. At the Contractor's option, seed may be spread by the hydroseeding methods, utilizing power equipment commonly used for that purpose. Seed and mulch shall be mixed and applied to achieve application quantities specified herein for the conventional seeding method, with mulch applied at the rate of 2700 lb. dry weight of mulch per acre. A mulching machine, acceptable to the Architect, shall be equipped to eject the thoroughly wet mulch material at a uniform rate to provide the mulch coverage specified. Other provi- sions specified above for conventional seeding shall apply to hydro seeding. 1. If the results of hydroseeding application are unsatisfactory, the mixture and/or ap- plication rate and methods shall be modified to achieve the required results. 2. After the grass has appeared, all areas and parts of areas which fail to show a uni- form stand of grass, for any reason whatsoever, shall be reseeded and such areas and parts of areas seeded repeatedly until all areas are covered with a satisfactory growth of grass. 3.02 SILT FENCE A. Silt fencing shall be placed around existing drainage channels and at the no-cut and no fill lines before commencement of any earthwork. Silt fencing shall be installed prior to all up- gradient earthwork. B. Silt fence shall be installed around the stockpiled topsoil and other aggregate material. 3.03 EROSION CONTROL BLANKET A. Strictly comply with manufacturer’s installation instructions and recommendations. Do not exceed maximum stlope length of 100 feet when slope gradients are steeper than 4 to 1. Install materials in the following manner; in all applications install Futerra with net up. 1. Slope Installation: Dig a 6 inch by 6 inche anchoring trench one foot above the crown of the slope. Unroll approximately 2 feet of Futerra Environet, doubling over the blanket and place in anchor trench. Staple every linear foot and cover trench with soil. Begin unrolling Futerra down the slope, guide product over surface, and never let the roll free fall down the slope. Evenly apply staples to the leading edge every two to five feet depending upon wind conditions. To insure maximum soil to mat bonding, do not stretch Futerra over the soil surface. When installing 6.83’ x 135’ wide rolls, it may be necessary to staple center of roll every 10 feet depending upon wind conditions. Re- peat anchor trench procedure above, butt-seam side by side rolls. Repeat same sta- pling frequency as leading edge, stapling every 2 to 5 feet, securing both rolls with a common staple. You may also overlap rolls by 2 inches, in a shingle style. Each rolls should overlap in the downstream direction of the slope, protecting against seam fail- ure due to excessive water flow. Secure the bottom of each roll with one staple per lin- ear foot. 2. Minimize foot traffic: during installation, extensive foot traffic on the mat may create small tears and holes. B. When erosion control blanket is installed for the purpose of establishing final stabilization, blanket shall be underlain by seed mix, in accordance with the requirements of Section 329500 SEEDING. 3.04 MAINTENANCE AND REMOVAL OF EROSION CONTROL DEVICES Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 6 A. The Contractor shall inspect the effectiveness and condition of the erosion control devices during storm events, after each rainfall of one-inch magnitude or greater, prior to week- ends, and prior to any forecasted storm events. B. Wetland areas, water courses, and drainage swales adjacent to construction activities shall be monitored twice each month for evidence of silt intrusion and other adverse environ- mental impacts, which shall be corrected immediately upon discovery. C. Culverts and drainage ditches shall be kept clean and clear of obstructions during con- struction period. 1. Cleaning: Sediment build-up at silt fencing and hay bale structures shall be re- moved when the sediment accumulation is 1/2 the design height. Sediment basin shall be cleaned when the sediment accumulates to one foot of depth. 2. The Contractor shall repair or replace damaged erosion control devices immediately, and, in no case, more than four hours after observing such deficiencies, and as di- rected by the Architect. 3. The Contractor shall be prepared to implement interim drainage controls and erosion control measures as may be necessary during the course of construction, and as di- rected by the Architect. 4. The Contractor shall make available on-site, equipment, materials and labor neces- sary to effect emergency erosion control and drainage improvements within four hours of any impending emergency situation. 5. The Contractor shall comply with recommendations of the Architect to make repairs or supplement erosion control procedures during the course of construction. 6. If, in the opinion of the Architect, the sequencing of operations, condition of erosion control devices, and turbidity level of runoff are unsatisfactory, the Architect will di- rect the Owner to order the Contractor to cease work and order the Contractor to make corrections within 24 hours, at no expense to the Owner. 7. The Contractor shall make a final inspection, clean all cross culverts and sweep off roadways as approved by the Architect before Contract closeout. 8. Condition of erosion control device shall be checked twice each month or more fre- quently as required. Damaged and/or deteriorated items shall be replaced. Erosion control devices shall be maintained in place and in effective condition. 9. Hay bales shall be inspected frequently and maintained or replaced as required to maintain both their effectiveness and essentially their original condition. Underside of bales shall be in close contact with the earth below at all times, as required to prevent water from washing beneath bales. 10. Sediment deposits shall be disposed of off-site, in a location and manner which will not cause sediment nuisance elsewhere. D. Removal of Erosion Control Devices Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 7 1. Erosion control devices shall be maintained until all disturbed earth has been paved or vegetated, at which time they shall be removed. After removal, areas disturbed by these devices shall be re-graded and seeded. 3. Erosion protection material shall be kept securely anchored until acceptance of completed slope or entire Project, whichever is later. E. Erosion control blanket with biodegradable netting shall not be removed. 3.05 NPDES CONSTRUCTION GENERAL PERMIT COMPLIANCE A. The Federal EPA National Pollution Discharge Elimination System (NPDES) General Per- mit for Storm Water Discharges from Construction Activities will be in force at the site for the duration of the construction period. B. An EPA Notice of Intent for coverage under the permit will be submitted by the Owner prior to the start of work, with the owner listed as “Operator” of the site. Prior to the start of work, the Contractor shall be listed as an additional Operator under the permit. C. A Stormwater Pollution Prevention Plan (SWPPP) has previously been prepared and im- plemented by the Owner. Prior to the start of work, the Contractor shall agree to assume re- sponsibility for implementation of the SWPPP, including all site protection, maintenance, in- spection, and corrective action duties. D. The Contractor shall revise and update the SWPPP, in accordance with the requirements of the General Permit, in order to comply with the permit requirements, and to allow for the Contractor’s preferred means and methods. E. Any changes made by the contractor to the SWPPP shall be submitted to the Owner and the City of Northampton DPW for record. F. Contractor to comply with requirements for the Federal EPA National Pollution Discharge Elimina tion System (NPDES) General Permit for Storm Water Discharges from Construction Activities. Compliance by the Contractor shall include, but is not limited to the following: · Contractor shall prepare and submit the EPA Notice of Intent as required by provi- sions of the general permit. · Contractor shall implement, and maintain the Storm Water Pollution Prevention Plan (SWPPP) that adheres to the requirements contained in the general permit. · Contractor shall adhere to permit requirements in regard to site inspections and rec- ord-keeping. · Contractor shall submit Notice of Termination documentation to the EPA at the end of the construction period. G. General information in regard to the Construction General Permit, as well as information relating to permit compliance, can be found at the NPDES website (http://cfpub.epa.gov/npdes). Burts Bog Conservation & Limited Development Berkshire Design Group Northampton, MA 6/6/2017 SEDIMENT AND EROSION CONTROL 31 2500 - 8 H. A failure by the Contractor to comply with provisions of the General Permit for Storm Water Discharges from Construction Activities in a timely manner shall not constitute grounds for an ex- tension of the contract period. END OF SECTION