Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Drainage Analysis 12-13-13
110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com STORMWATER DRAINAGE REPORT AND MANAGEMENT PLAN for 100 Main Street Florence, MA Prepared for OM BHAVYA, Inc. 94 Maple Street Florence, MA 01062 Prepared by T Reynolds Engineering 110 Pine Street Florence, MA 01062 (413) 387-8078 Fax (413) 727-3969 e-mail: terry@treynoldsengineering.com December, 2013 T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 2 TABLE OF CONTENTS Project Summary and Site Description............................................................................................3 Soil and Flood Plain Review With Soil Analysis............................................................................3 Method of Drainage Analysis..........................................................................................................5 Model Results..................................................................................................................................6 Construction Period Pollution Prevention and Erosion and Sediment Control Measures...............7 Short-Term Erosion Control Maintenance.......................................................................................9 Post Construction Operation and Maintenance Plan .....................................................................10 FIGURES Figure 1: Locus of Project Area.......................................................................................................4 TABLES Table 1: Rainfall Runoff Results.....................................................................................................6 APPENDICES Appendix A: Pre- & Post-Construction Drainage Area Plans with Soils Map Appendix B: FEMA Flood Insurance Rate Map Appendix C: Hydrologic Analyses T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 3 Project Summary and Site Description OM BHAVYA, Inc. is proposing to construct a 3,744± sf building on a parcel totaling 0.43± acres located at 100 Main Street in Florence, MA (see Figure 1). T Reynolds Engineering has been retained by OM BHAVYA, Inc. to design the site and analyze the pre-development and post-development stormwater flow calculations for the proposed project. The purpose of this analysis is to determine the 2, 10, and 100-year peak flow rates and quantities for pre and post conditions. The stormwater management system has been designed to be in general accordance with applicable City of Northampton regulations. The site was previously developed as a gas and service station. The site is slightly elevated on the southern perimeter and gently slopes north to Main Street. The site is almost completely impervious due to the paved areas and buildings. The exception to the impervious area is two small landscape islands located at the corner of the site and on Main Street. Elevations range from low areas along Main Street of 276 to the elevated areas of 280 along the southerly most perimeter. Under existing conditions, runoff from the site runs overland onto Main Street and east to a catch basin east of the site. A small amount of runoff flows onto Maple Street from the adjacent sidewalk only. The proposed improvements to the site include; the construction of a 3,744± sf building, parking areas and driveways. Additional construction includes associated utilities and construction of a stormwater management system. Under the improved conditions, stormwater runoff generated from the new building, the parking area and drive through will be collected in a stormwater-management system that will flow into the storm sewer in Maple Street. Stormwater entering the storm sewer in Maple Street with be treated using the proprietary water quality unit. The stormwater management system has been designed so that no increases in off-site discharge rates are expected between the pre- and post- development conditions for the 2, 10, and 100-year storm events. Soil and Flood Plain Review With Soil Analysis Review of the Soil Conservation Service (SCS), now Natural Resource Conservation Service (NRCS), Soil Survey of Hampshire County, Central Part, indicates soils located within the project area are identified as 253A—Hinckley loamy sand, 0 to 3 percent slopes. The Hinckley series consists of very deep, excessively drained soils formed in glaciofluvial materials. They are nearly level through very steep soils on terraces, outwash plains, deltas, kames, and eskers. Saturated hydraulic conductivity is high or very high. Slope ranges from 0 through 60 percent. Bordering Land Subject to Flooding The National Flood Insurance Rate Map provided by the Federal Emergency Management Agency for the City of Northampton Community Panel # 2501670001A, effective April 3, 1978 shows no flood zones within the proposed project area (See FIRM map, Appendix B). T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 4 FIGURE 1: LOCUS OF PROJECT AREA (Partial reproduction of USGS Easthampton, MA Quadrangle) SITE LOCATION T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 5 Method of Drainage Analysis The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. The model analyzes an area approximately 27,789± SF contributing stormwater runoff flows on the project site. TRE modeled the 2-year, 10-year, and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the 2, 10, and 100- year statistical rain events are 3.0-inches, 4.5-inches, and 6.5-inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bounds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modern development and provide runoff results that are greater than actual conditions. T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 6 Model Results The following table summarizes the results of the drainage analysis using HydroCad (see Appendix C for complete analysis). One design point (the overall site runoff) was used to evaluate the pre and post construction stormwater flows expected for the 2, 10, and 100-year storm events. Table 1: Rainfall Runoff Results Existing and Proposed Peak Discharge DESIGN POINT 2-year (cfs) 10-year (cfs) 100-year (cfs) Pre-Construction Off-Site Runoff 0.97 1.81 2.99 Post- Construction Off-Site Runoff 0.83 1.63 2.76 As can be seen from the above results, stormwater runoff from the 2, 10, and 100-year storm events are not expected to increase the run-off to the adjacent areas from the pre-construction conditions to the post construction condition. As stated above, the project as designed will not increase peak discharges to down gradient areas during the 100-year storm event and as a result is expected not to increase off-site flooding impacts from the 100-year, 24 hour storm (See Hydrologic Analysis, Appendix C). T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 7 Construction Period Pollution Prevention and Erosion and Sediment Control Measures The following erosion and sedimentation control measures will be employed during the earthwork and construction phases of the project. Sediment Barrier and Work Limit: Before installation of the sediment barriers, the location shall be staked in the field for review and approval by the engineer or their representative. To facilitate sediment barrier installation, woody vegetation may then be removed and any required trench may be cut by machine, provided all other ground cover is left intact. Silt Fence: The bottom of the fence shall be trenched into the ground a minimum of 4" and back-filled with compacted soil. Where trenching is not feasible, the silt fence skirt shall be covered with compacted soil or crushed stone. The top of the fabric shall be stretched as tightly as is practical, with intermediate stakes added to correct excessive sags. Stakes shall be driven at least 12" into the ground. Splices between sections shall be made by rolling end stakes together one complete turn and driving into the ground together. Straw Bales: Straw bales may be used as temporary and moveable control measures, temporary check dams, or as reinforcement for silt fence in areas of concentrated runoff or high fills. Bales shall be tightly butted and staked 12" into the ground. Where used without silt fence in front, the bales shall be trenched 4" into the ground, back-filled with compacted soil, and the spaces between bales shall be chinked with loose hay. Filter Sock (Filtrexx or equivalent): In areas of expected sheet flow, filter sock may be placed directly on the ground without trenching or stakes. In areas of expected concentrated flow, mulch or crushed stone shall be placed along the up-slope face to control and filter underflow. Additional layers of Filter Sock may be required for adequate freeboard. Temporary Sediment Basins: Temporary sediment basins may be excavations or bermed stormwater detention structures (depending on grading) that will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge. These temporary basins will be located based on the construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. Stocking Additional Materials: A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw -bales - 10 (Covered to be kept dry) with 20 Oak stakes Or Silt fence - 30 linear feet. Or Filter Sock - 4, 8 ft. sections (covered to be kept dry) Washed stone - 1 cubic yards, 3/4" to 1 2" diameter T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 8 Trench Protection: Open trenches shall be protected from accumulation of surface water or groundwater that could result in erosion of the trench and discharge of sediment. Where feasible, spoil shall be stockpiled on the up-slope side of the trench to prevent surface runoff from entering the trench. Backfill shall be crowned to allow for settlement and to avoid concentration of runoff on top of the trench. Storm Drain Protection: The storm drain and swale system shall be put into operation as soon as possible in order to control runoff within a non-erodable system. The storm drain system shall be protected against inflow of sediment. Open storm drain structures shall be protected by sediment barriers, “Filtrexx” filter socks, stone filter berms, or filter fabric inserts (tea-bags, silt- sacks or equivalents). These measures shall be maintained until the tributary area is stabilized by paving and vegetative cover. Site Stabilization - Temporary: Where a portion of the site will not be subject to construction activity for over 14 days, measures shall be taken to provide temporary stabilization of that inactive portion of the site, within 14 days of the cessation of construction activity. Stabilization measures may include seeding for temporary cover, mulching, or other measures to protect exposed soil from erosion and prevent sediment movement. Site Stabilization - Permanent: Within 14 days of completion of loaming and finish grading on any portion of the site, that area shall be seeded or planted for permanent cover (season permitting) in accordance with USDA NRCS guidelines or equivalent. Roadway Sweeping: The entrance to the site and affected portions of the public roadway or paved project roadway shall be swept as needed to control sediment runoff into storm drains or waterways and to control dust migration. T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 9 Short-Term Erosion Control Maintenance The contractor or subcontractor will be responsible for implementing all erosion and sediment controls. The on-site contractor will inspect all sediment and erosion controls periodically and after each significant rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. Sediment shall be removed from behind barriers if greater than 6-inches deep or as needed. Damaged or deteriorated items will be repaired immediately after identification. The underside of filter socks should be kept in close contact with the earth and reset or provided with mulch or stone filter as necessary. The underside of hay bales should be kept in close contact with the earth and reset as necessary. Sediment that is collected in drainage structures or within sediment controls shall be disposed of properly and, if on site, shall not be placed in an area subject to erosion. Erosion control structures shall remain in place until all disturbed earth has been securely stabilized. After removal of structures, disturbed areas shall be re-graded and stabilized as necessary. The sedimentation and erosion control plan is included in project plan set. T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 10 Post Construction Operation and Maintenance Plan The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. The Stormwater management system will be owned and operated by OM BHAVYA, Inc. Operation and maintenance of stormwater management system will be the responsibility of the Owners. Inspect and clean as needed all sediment removal devices (i.e. catch basins) four times a year to remove accumulated sand, sediment, and floatable products or as needed based on use. Parking Lot Sweeping Paved areas will be swept, at a minimum, two times per year in the months of May and October. See the Grading and Drainage Plan for a scaled drawing of the treatment train. T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com Appendix A: Pre-Construction and Post-Construction Drainage Area Plans With Soils Map Soil Map—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 1 of 34689540468956046895804689600468962046896404689660468968046895404689560468958046896004689620468964046896604689680691710691730691750691770691790691810691830691850691870691890691910691930691950 691710 691730 691750 691770 691790 691810 691830 691850 691870 691890 691910 691930 691950 42° 20' 9'' N 72° 40' 22'' W42° 20' 9'' N72° 40' 11'' W42° 20' 3'' N 72° 40' 22'' W42° 20' 3'' N 72° 40' 11'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300Feet 0 15 30 60 90Meters Map Scale: 1:1,150 if printed on A landscape (11" x 8.5") sheet. 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 7, Sep 22, 2012 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—May 12, 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. Soil Map—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 2 of 3 Map Unit Legend Hampshire County, Massachusetts, Central Part (MA609) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 253A Hinckley loamy sand, 0 to 3 percent slopes 4.8 100.0% Totals for Area of Interest 4.8 100.0% Soil Map—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 3 of 3 T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 12 Appendix B: FEMA Flood Insurance Rate Map APPROXIMATE SCALE 0 1000 FEET NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP CITY OF NORTHAMPTON, MASSACHUSETTS HAMPSHIRE COUNTY COMMUNITY-PANEL NUMBER 250167 0001 A PAGE 1 OF 2 (SEE MAP INDEX FOR PAGES NOT PRINTED) EFFECTIVE APRIL3, 1978 U.S. DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT FEDERAL INSURANCE ADMINISTRATION This i an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance ~------__L _ __Lt___ _ _..l..l_l..L.l;._ __ ..u_ __ ---l.J~--t___-__L.L.....-.. ___ L.L_ ___ --=~""--------!f,----1 Program flood maps check the FEMA Flood Map Store at www. msc.fema.gov T Reynolds Engineering 100 Main Street, Florence Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 12/13/2013 110 Pine Street, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3969 Email: terry@treynoldsengineering.com 13 Appendix C: Hydrologic Analyses 1S 2S 3S4S Canopy 4R Main Street 5R Maple Street 6R Easterm Perimeter 7R Storm Sewer 5P Dry Well Routing Diagram for Pre-DevelopmentPrepared by T Reynolds Engineering, Printed 12/10/2013 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.145 39 >75% Grass cover, Good, HSG A (2S, 3S) 0.398 98 Paved parking, HSG A (1S, 2S, 3S) 0.094 98 Roofs, HSG A (2S, 4S) 0.638 85 TOTAL AREA Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.638 HSG A 1S, 2S, 3S, 4S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.638 TOTAL AREA Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.145 0.000 0.000 0.000 0.000 0.145 >75% Grass cover, Good 2S, 3S 0.398 0.000 0.000 0.000 0.000 0.398 Paved parking 1S, 2S, 3S 0.094 0.000 0.000 0.000 0.000 0.094 Roofs 2S, 4S 0.638 0.000 0.000 0.000 0.000 0.638 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.00"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points 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=1,181 sf 100.00% Impervious Runoff Depth>2.72"Subcatchment 1S: Tc=6.0 min CN=98 Runoff=0.08 cfs 0.006 af Runoff Area=22,986 sf 73.55% Impervious Runoff Depth=1.38"Subcatchment 2S: Tc=6.0 min CN=82 Runoff=0.83 cfs 0.061 af Runoff Area=1,255 sf 81.04% Impervious Runoff Depth=1.74"Subcatchment 3S: Tc=6.0 min CN=87 Runoff=0.06 cfs 0.004 af Runoff Area=2,355 sf 100.00% Impervious Runoff Depth>2.72"Subcatchment 4S: Canopy Tc=6.0 min CN=98 Runoff=0.15 cfs 0.012 af Inflow=0.89 cfs 0.065 afReach 4R: Main Street Outflow=0.89 cfs 0.065 af Inflow=0.08 cfs 0.006 afReach 5R: Maple Street Outflow=0.08 cfs 0.006 af Inflow=0.06 cfs 0.004 afReach 6R: Easterm Perimeter Outflow=0.06 cfs 0.004 af Inflow=0.97 cfs 0.071 afReach 7R: Storm Sewer Outflow=0.97 cfs 0.071 af Peak Elev=271.52' Storage=0.003 af Inflow=0.15 cfs 0.012 afPond 5P: Dry Well Outflow=0.03 cfs 0.012 af Total Runoff Area = 0.638 ac Runoff Volume = 0.083 af Average Runoff Depth = 1.57" 22.75% Pervious = 0.145 ac 77.25% Impervious = 0.493 ac Type III 24-hr 2-Year Event Rainfall=3.00"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 1,181 98 Paved parking, HSG A 1,181 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.83 cfs @ 12.10 hrs, Volume= 0.061 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 15,148 98 Paved parking, HSG A 6,080 39 >75% Grass cover, Good, HSG A 1,758 98 Roofs, HSG A 22,986 82 Weighted Average 6,080 26.45% Pervious Area 16,906 73.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 238 39 >75% Grass cover, Good, HSG A 1,017 98 Paved parking, HSG A 1,255 87 Weighted Average 238 18.96% Pervious Area 1,017 81.04% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.00"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Canopy Runoff = 0.15 cfs @ 12.09 hrs, Volume= 0.012 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 2,355 98 Roofs, HSG A 2,355 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Main Street Inflow Area = 0.556 ac, 73.94% Impervious, Inflow Depth = 1.40" for 2-Year Event event Inflow = 0.89 cfs @ 12.10 hrs, Volume= 0.065 af Outflow = 0.89 cfs @ 12.10 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 0.027 ac,100.00% Impervious, Inflow Depth > 2.72" for 2-Year Event event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af Outflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Easterm Perimeter Inflow Area = 0.029 ac, 81.04% Impervious, Inflow Depth = 1.74" for 2-Year Event event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af Outflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 7R: Storm Sewer Inflow Area = 0.584 ac, 75.15% Impervious, Inflow Depth > 1.46" for 2-Year Event event Inflow = 0.97 cfs @ 12.09 hrs, Volume= 0.071 af Outflow = 0.97 cfs @ 12.09 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 2-Year Event Rainfall=3.00"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 0.054 ac,100.00% Impervious, Inflow Depth > 2.72" for 2-Year Event event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.03 cfs @ 12.51 hrs, Volume= 0.012 af, Atten= 79%, Lag= 25.2 min Discarded = 0.03 cfs @ 12.51 hrs, Volume= 0.012 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 271.52' @ 12.51 hrs Surf.Area= 0.003 ac Storage= 0.003 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 25.5 min ( 792.5 - 767.0 ) Volume Invert Avail.Storage Storage Description #1 270.00' 0.009 af 8.00'D x 8.00'H Vertical Cone/Cylinder Inside #2 #2 269.50' 0.005 af 12.00'D x 8.50'H Vertical Cone/Cylinder 0.022 af Overall - 0.009 af Embedded = 0.013 af x 40.0% Voids 0.014 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 269.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.51 hrs HW=271.52' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Type III 24-hr 10-Year Event Rainfall=4.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points 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=1,181 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 1S: Tc=6.0 min CN=98 Runoff=0.12 cfs 0.009 af Runoff Area=22,986 sf 73.55% Impervious Runoff Depth=2.64"Subcatchment 2S: Tc=6.0 min CN=82 Runoff=1.60 cfs 0.116 af Runoff Area=1,255 sf 81.04% Impervious Runoff Depth=3.10"Subcatchment 3S: Tc=6.0 min CN=87 Runoff=0.10 cfs 0.007 af Runoff Area=2,355 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 4S: Canopy Tc=6.0 min CN=98 Runoff=0.23 cfs 0.019 af Inflow=1.70 cfs 0.123 afReach 4R: Main Street Outflow=1.70 cfs 0.123 af Inflow=0.12 cfs 0.009 afReach 5R: Maple Street Outflow=0.12 cfs 0.009 af Inflow=0.10 cfs 0.007 afReach 6R: Easterm Perimeter Outflow=0.10 cfs 0.007 af Inflow=1.81 cfs 0.133 afReach 7R: Storm Sewer Outflow=1.81 cfs 0.133 af Peak Elev=272.96' Storage=0.006 af Inflow=0.23 cfs 0.019 afPond 5P: Dry Well Outflow=0.04 cfs 0.019 af Total Runoff Area = 0.638 ac Runoff Volume = 0.151 af Average Runoff Depth = 2.85" 22.75% Pervious = 0.145 ac 77.25% Impervious = 0.493 ac Type III 24-hr 10-Year Event Rainfall=4.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 1,181 98 Paved parking, HSG A 1,181 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 1.60 cfs @ 12.09 hrs, Volume= 0.116 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 15,148 98 Paved parking, HSG A 6,080 39 >75% Grass cover, Good, HSG A 1,758 98 Roofs, HSG A 22,986 82 Weighted Average 6,080 26.45% Pervious Area 16,906 73.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 238 39 >75% Grass cover, Good, HSG A 1,017 98 Paved parking, HSG A 1,255 87 Weighted Average 238 18.96% Pervious Area 1,017 81.04% Impervious Area Type III 24-hr 10-Year Event Rainfall=4.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Canopy Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.019 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 2,355 98 Roofs, HSG A 2,355 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Main Street Inflow Area = 0.556 ac, 73.94% Impervious, Inflow Depth = 2.66" for 10-Year Event event Inflow = 1.70 cfs @ 12.09 hrs, Volume= 0.123 af Outflow = 1.70 cfs @ 12.09 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 0.027 ac,100.00% Impervious, Inflow Depth > 4.16" for 10-Year Event event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af Outflow = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Easterm Perimeter Inflow Area = 0.029 ac, 81.04% Impervious, Inflow Depth = 3.10" for 10-Year Event event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Outflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 7R: Storm Sewer Inflow Area = 0.584 ac, 75.15% Impervious, Inflow Depth > 2.73" for 10-Year Event event Inflow = 1.81 cfs @ 12.09 hrs, Volume= 0.133 af Outflow = 1.81 cfs @ 12.09 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 10-Year Event Rainfall=4.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 0.054 ac,100.00% Impervious, Inflow Depth > 4.16" for 10-Year Event event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 0.019 af Outflow = 0.04 cfs @ 12.56 hrs, Volume= 0.019 af, Atten= 83%, Lag= 28.2 min Discarded = 0.04 cfs @ 12.56 hrs, Volume= 0.019 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.96' @ 12.56 hrs Surf.Area= 0.003 ac Storage= 0.006 af Plug-Flow detention time= 43.8 min calculated for 0.019 af (100% of inflow) Center-of-Mass det. time= 43.7 min ( 806.9 - 763.2 ) Volume Invert Avail.Storage Storage Description #1 270.00' 0.009 af 8.00'D x 8.00'H Vertical Cone/Cylinder Inside #2 #2 269.50' 0.005 af 12.00'D x 8.50'H Vertical Cone/Cylinder 0.022 af Overall - 0.009 af Embedded = 0.013 af x 40.0% Voids 0.014 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 269.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.56 hrs HW=272.95' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Type III 24-hr 100-Year Event Rainfall=6.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points 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=1,181 sf 100.00% Impervious Runoff Depth>6.07"Subcatchment 1S: Tc=6.0 min CN=98 Runoff=0.17 cfs 0.014 af Runoff Area=22,986 sf 73.55% Impervious Runoff Depth=4.45"Subcatchment 2S: Tc=6.0 min CN=82 Runoff=2.66 cfs 0.196 af Runoff Area=1,255 sf 81.04% Impervious Runoff Depth>4.99"Subcatchment 3S: Tc=6.0 min CN=87 Runoff=0.16 cfs 0.012 af Runoff Area=2,355 sf 100.00% Impervious Runoff Depth>6.07"Subcatchment 4S: Canopy Tc=6.0 min CN=98 Runoff=0.34 cfs 0.027 af Inflow=2.82 cfs 0.208 afReach 4R: Main Street Outflow=2.82 cfs 0.208 af Inflow=0.17 cfs 0.014 afReach 5R: Maple Street Outflow=0.17 cfs 0.014 af Inflow=0.16 cfs 0.012 afReach 6R: Easterm Perimeter Outflow=0.16 cfs 0.012 af Inflow=2.99 cfs 0.221 afReach 7R: Storm Sewer Outflow=2.99 cfs 0.221 af Peak Elev=275.02' Storage=0.009 af Inflow=0.34 cfs 0.027 afPond 5P: Dry Well Outflow=0.05 cfs 0.027 af Total Runoff Area = 0.638 ac Runoff Volume = 0.249 af Average Runoff Depth = 4.68" 22.75% Pervious = 0.145 ac 77.25% Impervious = 0.493 ac Type III 24-hr 100-Year Event Rainfall=6.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af, Depth> 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 1,181 98 Paved parking, HSG A 1,181 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 2.66 cfs @ 12.09 hrs, Volume= 0.196 af, Depth= 4.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 15,148 98 Paved parking, HSG A 6,080 39 >75% Grass cover, Good, HSG A 1,758 98 Roofs, HSG A 22,986 82 Weighted Average 6,080 26.45% Pervious Area 16,906 73.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth> 4.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 238 39 >75% Grass cover, Good, HSG A 1,017 98 Paved parking, HSG A 1,255 87 Weighted Average 238 18.96% Pervious Area 1,017 81.04% Impervious Area Type III 24-hr 100-Year Event Rainfall=6.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Canopy Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 2,355 98 Roofs, HSG A 2,355 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Main Street Inflow Area = 0.556 ac, 73.94% Impervious, Inflow Depth = 4.48" for 100-Year Event event Inflow = 2.82 cfs @ 12.09 hrs, Volume= 0.208 af Outflow = 2.82 cfs @ 12.09 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 0.027 ac,100.00% Impervious, Inflow Depth > 6.07" for 100-Year Event event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af Outflow = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Easterm Perimeter Inflow Area = 0.029 ac, 81.04% Impervious, Inflow Depth > 4.99" for 100-Year Event event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 7R: Storm Sewer Inflow Area = 0.584 ac, 75.15% Impervious, Inflow Depth > 4.55" for 100-Year Event event Inflow = 2.99 cfs @ 12.09 hrs, Volume= 0.221 af Outflow = 2.99 cfs @ 12.09 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 100-Year Event Rainfall=6.50"Pre-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 0.054 ac,100.00% Impervious, Inflow Depth > 6.07" for 100-Year Event event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 0.027 af Outflow = 0.05 cfs @ 12.59 hrs, Volume= 0.027 af, Atten= 86%, Lag= 30.3 min Discarded = 0.05 cfs @ 12.59 hrs, Volume= 0.027 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 275.02' @ 12.59 hrs Surf.Area= 0.003 ac Storage= 0.009 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.3 min ( 826.4 - 761.1 ) Volume Invert Avail.Storage Storage Description #1 270.00' 0.009 af 8.00'D x 8.00'H Vertical Cone/Cylinder Inside #2 #2 269.50' 0.005 af 12.00'D x 8.50'H Vertical Cone/Cylinder 0.022 af Overall - 0.009 af Embedded = 0.013 af x 40.0% Voids 0.014 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 269.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' Discarded OutFlow Max=0.05 cfs @ 12.59 hrs HW=275.02' (Free Discharge) 1=Exfiltration ( Controls 0.05 cfs) 1S 2S 3S 4S Building 5S6S 4R Main Street 5R Maple Street 6R Easterm Perimeter 10R Storm Sewer 5P Dry Well 7PCB PCB1 8PCB PDMH29PCB WQU Routing Diagram for Post-DevelopmentPrepared by T Reynolds Engineering, Printed 12/10/2013 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.174 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 5S, 6S) 0.378 98 Paved parking, HSG A (1S, 2S, 5S, 6S) 0.086 98 Roofs, HSG A (4S) 0.638 82 TOTAL AREA Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.638 HSG A 1S, 2S, 3S, 4S, 5S, 6S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.638 TOTAL AREA Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.174 0.000 0.000 0.000 0.000 0.174 >75% Grass cover, Good 1S, 2S, 3S, 5S, 6S 0.378 0.000 0.000 0.000 0.000 0.378 Paved parking 1S, 2S, 5S, 6S 0.086 0.000 0.000 0.000 0.000 0.086 Roofs 4S 0.638 0.000 0.000 0.000 0.000 0.638 TOTAL AREA Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 5P 273.00 272.90 8.0 0.0125 0.013 8.0 0.0 0.0 2 7P 272.37 271.88 48.8 0.0100 0.013 8.0 0.0 0.0 3 8P 271.83 271.41 42.3 0.0099 0.013 8.0 0.0 0.0 4 9P 271.41 270.80 61.4 0.0099 0.013 12.0 0.0 0.0 Type III 24-hr 2-Year Event Rainfall=3.00"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points 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=1,480 sf 88.04% Impervious Runoff Depth=2.07"Subcatchment 1S: Tc=6.0 min CN=91 Runoff=0.08 cfs 0.006 af Runoff Area=1,915 sf 88.98% Impervious Runoff Depth=2.07"Subcatchment 2S: Tc=6.0 min CN=91 Runoff=0.10 cfs 0.008 af Runoff Area=1,050 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 3S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>2.72"Subcatchment 4S: Building Tc=6.0 min CN=98 Runoff=0.24 cfs 0.019 af Runoff Area=11,221 sf 85.22% Impervious Runoff Depth=1.90"Subcatchment 5S: Tc=6.0 min CN=89 Runoff=0.56 cfs 0.041 af Runoff Area=8,379 sf 46.60% Impervious Runoff Depth=0.54"Subcatchment 6S: Tc=6.0 min CN=66 Runoff=0.09 cfs 0.009 af Inflow=0.10 cfs 0.008 afReach 4R: Main Street Outflow=0.10 cfs 0.008 af Inflow=0.73 cfs 0.056 afReach 5R: Maple Street Outflow=0.73 cfs 0.056 af Inflow=0.00 cfs 0.000 afReach 6R: Easterm Perimeter Outflow=0.00 cfs 0.000 af Inflow=0.83 cfs 0.063 afReach 10R: Storm Sewer Outflow=0.83 cfs 0.063 af Peak Elev=273.08' Storage=0.006 af Inflow=0.24 cfs 0.019 afPond 5P: Dry Well Discarded=0.04 cfs 0.019 af Primary=0.02 cfs 0.000 af Outflow=0.06 cfs 0.019 af Peak Elev=272.83' Inflow=0.56 cfs 0.041 afPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=0.56 cfs 0.041 af Peak Elev=272.30' Inflow=0.56 cfs 0.041 afPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=0.56 cfs 0.041 af Peak Elev=271.82' Inflow=0.65 cfs 0.050 afPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=0.65 cfs 0.050 af Total Runoff Area = 0.638 ac Runoff Volume = 0.082 af Average Runoff Depth = 1.55" 27.24% Pervious = 0.174 ac 72.76% Impervious = 0.464 ac Type III 24-hr 2-Year Event Rainfall=3.00"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 1,303 98 Paved parking, HSG A 177 39 >75% Grass cover, Good, HSG A 1,480 91 Weighted Average 177 11.96% Pervious Area 1,303 88.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 1,704 98 Paved parking, HSG A 211 39 >75% Grass cover, Good, HSG A 1,915 91 Weighted Average 211 11.02% Pervious Area 1,704 88.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 1,050 39 >75% Grass cover, Good, HSG A 1,050 100.00% Pervious Area Type III 24-hr 2-Year Event Rainfall=3.00"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Building Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.019 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 9,562 98 Paved parking, HSG A 1,659 39 >75% Grass cover, Good, HSG A 11,221 89 Weighted Average 1,659 14.78% Pervious Area 9,562 85.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.09 cfs @ 12.11 hrs, Volume= 0.009 af, Depth= 0.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 3,905 98 Paved parking, HSG A 4,474 39 >75% Grass cover, Good, HSG A 8,379 66 Weighted Average 4,474 53.40% Pervious Area 3,905 46.60% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.00"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Main Street Inflow Area = 0.068 ac, 57.47% Impervious, Inflow Depth = 1.34" for 2-Year Event event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.008 af Outflow = 0.10 cfs @ 12.09 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 0.570 ac, 74.58% Impervious, Inflow Depth = 1.17" for 2-Year Event event Inflow = 0.73 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 0.73 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Easterm Perimeter Inflow Area = 0.024 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-Year Event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Storm Sewer Inflow Area = 0.638 ac, 72.76% Impervious, Inflow Depth = 1.19" for 2-Year Event event Inflow = 0.83 cfs @ 12.09 hrs, Volume= 0.063 af Outflow = 0.83 cfs @ 12.09 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 0.086 ac,100.00% Impervious, Inflow Depth > 2.72" for 2-Year Event event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 0.019 af Outflow = 0.06 cfs @ 12.47 hrs, Volume= 0.019 af, Atten= 75%, Lag= 23.0 min Discarded = 0.04 cfs @ 12.47 hrs, Volume= 0.019 af Primary = 0.02 cfs @ 12.47 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.08' @ 12.47 hrs Surf.Area= 0.003 ac Storage= 0.006 af Flood Elev= 277.50' Surf.Area= 0.003 ac Storage= 0.014 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Type III 24-hr 2-Year Event Rainfall=3.00"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Center-of-Mass det. time= 44.8 min ( 811.8 - 767.0 ) Volume Invert Avail.Storage Storage Description #1 270.00' 0.009 af 8.00'D x 8.00'H Vertical Cone/Cylinder Inside #2 #2 269.50' 0.005 af 12.00'D x 8.50'H Vertical Cone/Cylinder 0.022 af Overall - 0.009 af Embedded = 0.013 af x 40.0% Voids 0.014 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 269.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.47 hrs HW=273.08' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.02 cfs @ 12.47 hrs HW=273.08' TW=272.60' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.02 cfs @ 1.29 fps) Summary for Pond 7P: PCB1 Inflow Area = 0.344 ac, 88.91% Impervious, Inflow Depth = 1.43" for 2-Year Event event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af Outflow = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.83' @ 12.10 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.53 cfs @ 12.09 hrs HW=272.83' TW=272.29' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.53 cfs @ 2.91 fps) Summary for Pond 8P: PDMH2 Inflow Area = 0.344 ac, 88.91% Impervious, Inflow Depth = 1.43" for 2-Year Event event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af Outflow = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.09 hrs, Volume= 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 272.30' @ 12.10 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.53 cfs @ 12.09 hrs HW=272.29' TW=271.82' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.53 cfs @ 2.88 fps) Summary for Pond 9P: WQU Inflow Area = 0.536 ac, 73.73% Impervious, Inflow Depth = 1.11" for 2-Year Event event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 0.050 af Outflow = 0.65 cfs @ 12.09 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs @ 12.09 hrs, Volume= 0.050 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 271.82' @ 12.09 hrs Flood Elev= 278.50' Device Routing Invert Outlet Devices #1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.64 cfs @ 12.09 hrs HW=271.82' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.64 cfs @ 3.15 fps) Type III 24-hr 10-Year Event Rainfall=4.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points 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=1,480 sf 88.04% Impervious Runoff Depth>3.50"Subcatchment 1S: Tc=6.0 min CN=91 Runoff=0.13 cfs 0.010 af Runoff Area=1,915 sf 88.98% Impervious Runoff Depth>3.50"Subcatchment 2S: Tc=6.0 min CN=91 Runoff=0.17 cfs 0.013 af Runoff Area=1,050 sf 0.00% Impervious Runoff Depth=0.11"Subcatchment 3S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 4S: Building Tc=6.0 min CN=98 Runoff=0.37 cfs 0.030 af Runoff Area=11,221 sf 85.22% Impervious Runoff Depth>3.30"Subcatchment 5S: Tc=6.0 min CN=89 Runoff=0.95 cfs 0.071 af Runoff Area=8,379 sf 46.60% Impervious Runoff Depth=1.40"Subcatchment 6S: Tc=6.0 min CN=66 Runoff=0.29 cfs 0.022 af Inflow=0.17 cfs 0.013 afReach 4R: Main Street Outflow=0.17 cfs 0.013 af Inflow=1.47 cfs 0.108 afReach 5R: Maple Street Outflow=1.47 cfs 0.108 af Inflow=0.00 cfs 0.000 afReach 6R: Easterm Perimeter Outflow=0.00 cfs 0.000 af Inflow=1.63 cfs 0.121 afReach 10R: Storm Sewer Outflow=1.63 cfs 0.121 af Peak Elev=273.37' Storage=0.006 af Inflow=0.37 cfs 0.030 afPond 5P: Dry Well Discarded=0.04 cfs 0.025 af Primary=0.33 cfs 0.005 af Outflow=0.37 cfs 0.030 af Peak Elev=273.16' Inflow=1.11 cfs 0.076 afPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=1.11 cfs 0.076 af Peak Elev=272.61' Inflow=1.11 cfs 0.076 afPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=1.11 cfs 0.076 af Peak Elev=272.04' Inflow=1.38 cfs 0.098 afPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=1.38 cfs 0.098 af Total Runoff Area = 0.638 ac Runoff Volume = 0.146 af Average Runoff Depth = 2.74" 27.24% Pervious = 0.174 ac 72.76% Impervious = 0.464 ac Type III 24-hr 10-Year Event Rainfall=4.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.010 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 1,303 98 Paved parking, HSG A 177 39 >75% Grass cover, Good, HSG A 1,480 91 Weighted Average 177 11.96% Pervious Area 1,303 88.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.013 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 1,704 98 Paved parking, HSG A 211 39 >75% Grass cover, Good, HSG A 1,915 91 Weighted Average 211 11.02% Pervious Area 1,704 88.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 14.71 hrs, Volume= 0.000 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 1,050 39 >75% Grass cover, Good, HSG A 1,050 100.00% Pervious Area Type III 24-hr 10-Year Event Rainfall=4.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Building Runoff = 0.37 cfs @ 12.09 hrs, Volume= 0.030 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.95 cfs @ 12.09 hrs, Volume= 0.071 af, Depth> 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 9,562 98 Paved parking, HSG A 1,659 39 >75% Grass cover, Good, HSG A 11,221 89 Weighted Average 1,659 14.78% Pervious Area 9,562 85.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.29 cfs @ 12.10 hrs, Volume= 0.022 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 3,905 98 Paved parking, HSG A 4,474 39 >75% Grass cover, Good, HSG A 8,379 66 Weighted Average 4,474 53.40% Pervious Area 3,905 46.60% Impervious Area Type III 24-hr 10-Year Event Rainfall=4.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Main Street Inflow Area = 0.068 ac, 57.47% Impervious, Inflow Depth > 2.30" for 10-Year Event event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.013 af Outflow = 0.17 cfs @ 12.09 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 0.570 ac, 74.58% Impervious, Inflow Depth > 2.28" for 10-Year Event event Inflow = 1.47 cfs @ 12.12 hrs, Volume= 0.108 af Outflow = 1.47 cfs @ 12.12 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Easterm Perimeter Inflow Area = 0.024 ac, 0.00% Impervious, Inflow Depth = 0.11" for 10-Year Event event Inflow = 0.00 cfs @ 14.71 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 14.71 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Storm Sewer Inflow Area = 0.638 ac, 72.76% Impervious, Inflow Depth > 2.28" for 10-Year Event event Inflow = 1.63 cfs @ 12.12 hrs, Volume= 0.121 af Outflow = 1.63 cfs @ 12.12 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 0.086 ac,100.00% Impervious, Inflow Depth > 4.16" for 10-Year Event event Inflow = 0.37 cfs @ 12.09 hrs, Volume= 0.030 af Outflow = 0.37 cfs @ 12.16 hrs, Volume= 0.030 af, Atten= 0%, Lag= 4.1 min Discarded = 0.04 cfs @ 12.16 hrs, Volume= 0.025 af Primary = 0.33 cfs @ 12.16 hrs, Volume= 0.005 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.37' @ 12.16 hrs Surf.Area= 0.003 ac Storage= 0.006 af Flood Elev= 277.50' Surf.Area= 0.003 ac Storage= 0.014 af Plug-Flow detention time= 39.9 min calculated for 0.030 af (100% of inflow) Type III 24-hr 10-Year Event Rainfall=4.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Center-of-Mass det. time= 39.9 min ( 803.1 - 763.2 ) Volume Invert Avail.Storage Storage Description #1 270.00' 0.009 af 8.00'D x 8.00'H Vertical Cone/Cylinder Inside #2 #2 269.50' 0.005 af 12.00'D x 8.50'H Vertical Cone/Cylinder 0.022 af Overall - 0.009 af Embedded = 0.013 af x 40.0% Voids 0.014 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 269.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.16 hrs HW=273.34' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.31 cfs @ 12.16 hrs HW=273.35' TW=273.14' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.31 cfs @ 2.44 fps) Summary for Pond 7P: PCB1 Inflow Area = 0.344 ac, 88.91% Impervious, Inflow Depth > 2.65" for 10-Year Event event Inflow = 1.11 cfs @ 12.13 hrs, Volume= 0.076 af Outflow = 1.11 cfs @ 12.13 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 12.13 hrs, Volume= 0.076 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.16' @ 12.14 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.00 cfs @ 12.13 hrs HW=273.13' TW=272.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.00 cfs @ 3.16 fps) Summary for Pond 8P: PDMH2 Inflow Area = 0.344 ac, 88.91% Impervious, Inflow Depth > 2.65" for 10-Year Event event Inflow = 1.11 cfs @ 12.13 hrs, Volume= 0.076 af Outflow = 1.11 cfs @ 12.13 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 12.13 hrs, Volume= 0.076 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 272.61' @ 12.14 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.04 cfs @ 12.13 hrs HW=272.58' TW=272.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.04 cfs @ 3.31 fps) Summary for Pond 9P: WQU Inflow Area = 0.536 ac, 73.73% Impervious, Inflow Depth > 2.20" for 10-Year Event event Inflow = 1.38 cfs @ 12.13 hrs, Volume= 0.098 af Outflow = 1.38 cfs @ 12.13 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 1.38 cfs @ 12.13 hrs, Volume= 0.098 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.04' @ 12.13 hrs Flood Elev= 278.50' Device Routing Invert Outlet Devices #1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.32 cfs @ 12.13 hrs HW=272.03' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.32 cfs @ 3.72 fps) Type III 24-hr 100-Year Event Rainfall=6.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points 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=1,480 sf 88.04% Impervious Runoff Depth>5.43"Subcatchment 1S: Tc=6.0 min CN=91 Runoff=0.20 cfs 0.015 af Runoff Area=1,915 sf 88.98% Impervious Runoff Depth>5.43"Subcatchment 2S: Tc=6.0 min CN=91 Runoff=0.26 cfs 0.020 af Runoff Area=1,050 sf 0.00% Impervious Runoff Depth=0.60"Subcatchment 3S: Tc=6.0 min CN=39 Runoff=0.01 cfs 0.001 af Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>6.07"Subcatchment 4S: Building Tc=6.0 min CN=98 Runoff=0.53 cfs 0.043 af Runoff Area=11,221 sf 85.22% Impervious Runoff Depth>5.21"Subcatchment 5S: Tc=6.0 min CN=89 Runoff=1.47 cfs 0.112 af Runoff Area=8,379 sf 46.60% Impervious Runoff Depth=2.82"Subcatchment 6S: Tc=6.0 min CN=66 Runoff=0.62 cfs 0.045 af Inflow=0.26 cfs 0.021 afReach 4R: Main Street Outflow=0.26 cfs 0.021 af Inflow=2.51 cfs 0.185 afReach 5R: Maple Street Outflow=2.51 cfs 0.185 af Inflow=0.01 cfs 0.001 afReach 6R: Easterm Perimeter Outflow=0.01 cfs 0.001 af Inflow=2.76 cfs 0.206 afReach 10R: Storm Sewer Outflow=2.76 cfs 0.206 af Peak Elev=274.75' Storage=0.009 af Inflow=0.53 cfs 0.043 afPond 5P: Dry Well Discarded=0.05 cfs 0.031 af Primary=0.50 cfs 0.012 af Outflow=0.54 cfs 0.043 af Peak Elev=274.68' Inflow=1.75 cfs 0.124 afPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=1.75 cfs 0.124 af Peak Elev=273.59' Inflow=1.75 cfs 0.124 afPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=1.75 cfs 0.124 af Peak Elev=272.30' Inflow=2.32 cfs 0.170 afPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=2.32 cfs 0.170 af Total Runoff Area = 0.638 ac Runoff Volume = 0.237 af Average Runoff Depth = 4.46" 27.24% Pervious = 0.174 ac 72.76% Impervious = 0.464 ac Type III 24-hr 100-Year Event Rainfall=6.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 5.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 1,303 98 Paved parking, HSG A 177 39 >75% Grass cover, Good, HSG A 1,480 91 Weighted Average 177 11.96% Pervious Area 1,303 88.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.020 af, Depth> 5.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 1,704 98 Paved parking, HSG A 211 39 >75% Grass cover, Good, HSG A 1,915 91 Weighted Average 211 11.02% Pervious Area 1,704 88.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.01 cfs @ 12.29 hrs, Volume= 0.001 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 1,050 39 >75% Grass cover, Good, HSG A 1,050 100.00% Pervious Area Type III 24-hr 100-Year Event Rainfall=6.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Building Runoff = 0.53 cfs @ 12.09 hrs, Volume= 0.043 af, Depth> 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 1.47 cfs @ 12.09 hrs, Volume= 0.112 af, Depth> 5.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 9,562 98 Paved parking, HSG A 1,659 39 >75% Grass cover, Good, HSG A 11,221 89 Weighted Average 1,659 14.78% Pervious Area 9,562 85.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.62 cfs @ 12.10 hrs, Volume= 0.045 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 3,905 98 Paved parking, HSG A 4,474 39 >75% Grass cover, Good, HSG A 8,379 66 Weighted Average 4,474 53.40% Pervious Area 3,905 46.60% Impervious Area Type III 24-hr 100-Year Event Rainfall=6.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Main Street Inflow Area = 0.068 ac, 57.47% Impervious, Inflow Depth > 3.72" for 100-Year Event event Inflow = 0.26 cfs @ 12.09 hrs, Volume= 0.021 af Outflow = 0.26 cfs @ 12.09 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 0.570 ac, 74.58% Impervious, Inflow Depth > 3.89" for 100-Year Event event Inflow = 2.51 cfs @ 12.07 hrs, Volume= 0.185 af Outflow = 2.51 cfs @ 12.07 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Easterm Perimeter Inflow Area = 0.024 ac, 0.00% Impervious, Inflow Depth = 0.60" for 100-Year Event event Inflow = 0.01 cfs @ 12.29 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 12.29 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Storm Sewer Inflow Area = 0.638 ac, 72.76% Impervious, Inflow Depth > 3.87" for 100-Year Event event Inflow = 2.76 cfs @ 12.07 hrs, Volume= 0.206 af Outflow = 2.76 cfs @ 12.07 hrs, Volume= 0.206 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 0.086 ac,100.00% Impervious, Inflow Depth > 6.07" for 100-Year Event event Inflow = 0.53 cfs @ 12.09 hrs, Volume= 0.043 af Outflow = 0.54 cfs @ 12.29 hrs, Volume= 0.043 af, Atten= 0%, Lag= 12.1 min Discarded = 0.05 cfs @ 12.17 hrs, Volume= 0.031 af Primary = 0.50 cfs @ 12.29 hrs, Volume= 0.012 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 274.75' @ 12.17 hrs Surf.Area= 0.003 ac Storage= 0.009 af Flood Elev= 277.50' Surf.Area= 0.003 ac Storage= 0.014 af Plug-Flow detention time= 38.4 min calculated for 0.043 af (100% of inflow) Type III 24-hr 100-Year Event Rainfall=6.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Center-of-Mass det. time= 38.3 min ( 799.4 - 761.1 ) Volume Invert Avail.Storage Storage Description #1 270.00' 0.009 af 8.00'D x 8.00'H Vertical Cone/Cylinder Inside #2 #2 269.50' 0.005 af 12.00'D x 8.50'H Vertical Cone/Cylinder 0.022 af Overall - 0.009 af Embedded = 0.013 af x 40.0% Voids 0.014 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 269.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.05 cfs @ 12.17 hrs HW=274.67' (Free Discharge) 1=Exfiltration ( Controls 0.05 cfs) Primary OutFlow Max=1.05 cfs @ 12.29 hrs HW=273.78' TW=273.30' (Dynamic Tailwater) 2=Culvert (Barrel Controls 1.05 cfs @ 3.22 fps) Summary for Pond 7P: PCB1 Inflow Area = 0.344 ac, 88.91% Impervious, Inflow Depth > 4.34" for 100-Year Event event Inflow = 1.75 cfs @ 12.06 hrs, Volume= 0.124 af Outflow = 1.75 cfs @ 12.06 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Primary = 1.75 cfs @ 12.06 hrs, Volume= 0.124 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 274.68' @ 12.11 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.31 cfs @ 12.06 hrs HW=274.42' TW=273.51' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.31 cfs @ 3.75 fps) Summary for Pond 8P: PDMH2 Inflow Area = 0.344 ac, 88.91% Impervious, Inflow Depth > 4.34" for 100-Year Event event Inflow = 1.75 cfs @ 12.06 hrs, Volume= 0.124 af Outflow = 1.75 cfs @ 12.06 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Primary = 1.75 cfs @ 12.06 hrs, Volume= 0.124 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.50"Post-Development Printed 12/10/2013Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 273.59' @ 12.06 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.60 cfs @ 12.06 hrs HW=273.51' TW=272.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.60 cfs @ 4.59 fps) Summary for Pond 9P: WQU Inflow Area = 0.536 ac, 73.73% Impervious, Inflow Depth > 3.80" for 100-Year Event event Inflow = 2.32 cfs @ 12.06 hrs, Volume= 0.170 af Outflow = 2.32 cfs @ 12.06 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Primary = 2.32 cfs @ 12.06 hrs, Volume= 0.170 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.30' @ 12.06 hrs Flood Elev= 278.50' Device Routing Invert Outlet Devices #1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.22 cfs @ 12.06 hrs HW=272.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.22 cfs @ 4.14 fps)