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HomeMy WebLinkAboutStormwater Report - 1003 OSGOOD STREET 1/17/2011 (2) I i MANAGEMENTREPORT I Map 35 L®t 50 1003 Osgood Street - North Andover, MA 01845 i Prepared For: Osgood Properties LLC ' 865 Turnpike Street, 2nd Floor North Andover, MA 01845 I . June 17, 2010 Revised: September 22, 2010 Revised: December 8, 2010 Revised: January 17, 2011 MEW A L r l_ I ' MHF Design Consultants, Inc. ENGINEERS ® PLANNERS ® SURVEYORS o�� ��H OF 44 Stiles Road ° Suite One ° Salem, NH 03079 FRANK c. , TEL (603) 893-0720 ° FAX (603) 893-0733 0 MOCi�SRO - www.mhfdesign.com N 1 FOIST ` FSSlO E MUF Project# 230207 I ' TABLE OF CONTENTS Section 1 Executive Summary Table 1: Drainage Summary Section 2 Narrative a) Project Description b) Methodology c) Existing Conditions Section 3 Post Development Stormwater Management Objectives DEP Stormwater Standards 1-10 o Recharge Calculations o TSS Removal Calculations • Rip Rap Outlet Calculations • Stage Storage Printouts o Drawdown Calculations o Stormceptor Sizing Calculations o Mounding Analysis &Assumptions o DEP Checklist for Stormwater Report o Illicit Discharge Statement Appendix A—Maps • USGS Map • NRCS Soils Maps • Test Pit Logs Appendix B —Pre Development Drainage Calculations Appendix C — Post Development Drainage Calculations Map Pockets • Pre Development Drainage Plan • Post Development Drainage Plan • Operation&Maintenance Plan&Long Term Pollution Prevention Plan for Stormwater Management Systems • Operation&Maintenance Plan Log Forms Revision l• (9/20/10) • Revise HydroCAD calculations,Drainage Plans&Design Points summary(Table 1) • Revise Recharge&TSS Removal calcs. (Standards 3 &4) • Revise DEP Checklist for Stormwater Report • Revise O&M and LTPPP F:\Projects\Eng\230207\Drainage\1-17-1 1\230207-Drainage Report--Rev3.doc ® Add Emergency Response Plan to O&M Revision 2: (12/8/10) • Revise HydroCAD calculations,Drainage Plans&Design Points summary(Table 1) • Revise Recharge&TSS Removal calcs.(Standards 3 &4) • Revise DEP Checklist for Stormwater Report • Revise O&M and LTPPP • Add Mounding Analysis&Assumptions Revision 3: (1/17/11) • Revise HydroCAD calculations,Drainage Plans&Design Points summary(Table 1) • Revise Recharge&TSS Removal calcs. (Standards 3 &4) • Revise DEP Checklist for Stormwater Report • Revise O&M and LTPPP • Revise Mounding Analysis,Outlet Apron Calcs&Drawdown Calcs F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--Rev3.doc Section 1 EXECUTIVE SUMMARY The stormwater analysis for the proposed commercial development is designed using proven and accepted methods to meet or exceed state and local regulations for stormwater quantity and quality. Treatment, discharge rates and flood control measures have been incorporated to minimize downstream effects on abutting parcels and receiving areas. The study watershed area is approximately 2.6-acres that drains towards a wetland system & Lake Cochichewick along the southeast of the property. Onsite stormwater controls consist of a closed drainage system consisting of curbing and deep sump, hooded catch basins and Stormceptors discharging to underground pipe and stone infiltration systems then a Bio-retention area prior to discharge to the design point. Roof runoff will be discharged into the pipe and stone infiltration systems for groundwater recharge. For analysis purposes the site was modeled with a two (2) design points,DP#1,being the southeast property line and DP#2 being the edge of the existing roadway along Osgood Street. The summary below shows that there is no increase in the peak rates of runoff for the 1, 2, 10 & 100-year storm frequencies. Table l: Drainage Summary Design Storm Pre-Development Post-Development Change cfs cfs cfs 1- ear 1.9 1.0 -0.9 2-year 3.2 1.8 -1.4 10- ear 6.4 5.0 -1.4 100-year 11.3 9.5 -1.8 __ 1- v ...ear 0.1 0.0 -0.1 2-year 0.1 0.1 0.0 10-year 0.1 0.1 0.0 100-year 0.2 0.2 0.0 (All values shown are peak rates in CFS) F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--ReO.doc Section 2 NARRATIVE a)Project Description: This project entitled Proposed Site Development Plans prepared for Osgood Properties LLC is located on a 3.18-ac parcel of land located at 1003 Osgood Street in North Andover, MA, Assessors Map 35, Lot 50. The site is located in the Business 2 (B-2) District along the south side of Osgood Street, west of the 1025 Osgood Street development(aka Great Pond Crossing) and Lake Cochichewick and north/northeast of Town owned Conservation Land. This site was previously permitted through the Town Planning Board process in 2004 by Thomas Properties for the renovation and conversion of the existing farmhouse and barn into office building and apartments. The site was subsequently modified with a shared common driveway with the 1025 Osgood Street development during the Planning Board approval process in 2007. Currently, Osgood Properties LLC is proposing to construct a 19,300 gfa office/retail & restaurant complex along Osgood Street and renovate the existing historic barn structure in place. Development includes but is not limited to the building construction&barn renovation, a new 70 space parking lot layout, grading and associated utility connections. The site is accessed by a common driveway with Great Pond Crossing which runs along the eastern property line. To limit site disturbance and provide the maximum distance possible from Lake Cochichewick and proposed development, site circulation is provided via a 20' wide one-way drive aisle around the building. The total onsite area of disturbance is approximately 42,500 sf, all of which is related to the construction of the site development and utility connections. The purpose of this report is to determine the pre- and post-development rates of stormwater runoff generated by this site and the impact of that runoff on the surrounding properties. b)Methodology: The drainage system for this project was modeled using HydroCAD, a stormwater modeling computer program that analyzes the hydrology, and hydraulics of stormwater runoff. HydroCAD uses either the Rational steady state method, or SCS hydrograph and routing procedures to estimate stormwater flow and volume. In HydroCAD, each watershed is modeled as a subcatchment, streams and culverts as reaches and ponds, and large wetlands and storage areas as ponds. SCS hydrograph and routing stormwater models were used for both Pre-development conditions and Post-development conditions. The Pre-development and Post-development watersheds and sub-area characteristics were determined using actual ground survey, and through visual inspection of runoff paths by walking the site. Conservative estimates were used at all times in evaluating the hydrologic characteristics of these watersheds. F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--Rev3.doc c)Existing Conditions Map 35 Lot 50 encompasses a 3.6-acre site and is currently occupied by a farmhouse and historic barn structure. Surrounding the buildings are various walkways, landscaping and a bituminous concrete driveway accessing Osgood Street with two curb cuts. The lot is generally flat sloping to the rear and Lake Cochichewick with slopes ranging from 2-5%with slopes in the range of 8% along Osgood Street. The remainder of the site is grassed area with a wooded buffer along the south and west. A shared common driveway along the northwest property line abutting the Great Pond Crossing site(1025 Osgood Street)provides additional future development access. In addition to the shared driveway for Great Pond Crossing, 9 parking spaces, and fenced enclosed dumpster and drive aisle are located within an easement on the 1003 Osgood Street parcel. This work was approved back in the 2007 Site Plan approvals for both parcels. Modifications to this area will be limited and no substantial changes in drainage patterns are anticipated. A small wetland pocket is located along the western property line draining a wetland area located on the Town owned Conservation land. This wetland area has expanded since the original Thomas Properties approvals in 2004. Unknowingly, Osgood Properties LLC performed minor filling and grading within this expanded wetland area buffer zone back in 2007 resulting in a filing with the North Andover Conservation Commission. As a result of the filing, a small area (50 sf) of wetland restoration was proposed and approved by the Commission. No further impacts are proposed in the current development. The on-site soils consist of Paxton (305B),Woodbridge (310B) and Ridgebury & Leicester (715B), and described by Natural Resources Conservation Service (MRCS) as follows: Paxton series (SCS Classification "C") consists of gently sloping to very steep, deep (5+ feet), well-drained soils on drumlins. They formed in compact glacial till. Paxton soils have friable fine sandy loam surface soil and subsoil with moderate permeability over a firm or very firm fine sandy loam substratum (hardpan) at 15 to 38 inches which has slow or very slow permeability. Paxton soils have a very stony or extremely stony surface, except where stones have been removed, and have stones below the surface. Major limitations are related to slow permeability in the substratum, slope and stoniness. Woodbridge series (SCS Classification "C") consists of very stony fine sandy loam on gently sloping areas as well as hills and lower flat elevations. Woodbridge soils have a friable, very dark gray-brown fined sandy loam to a depth of about 6". The substratum is mottled, very firm, light olive brown to a depth greater than 60". The permeability of this soil is moderate to moderately rapid in the subsoil and slow in greater depths. Ridgebury series (SCS Classification "C") consists of nearly level and gently sloping, deep (5+ feet), poorly drained soils in depressions and shallow drainageways of uplands. They formed in compact glacial till. Ridgebury soils have friable sandy loam and fine sandy loam surface soil and subsoil with moderate or moderately rapid permeability, over a firm sandy loam and fine sandy loam substratum (hardpan) at 14 to 30 inches which has slow or very F:\Proiects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--ReO.doc slow permeability. They have a perched, seasonal high water table at 0 to 18 inches. Ridgebury soils have a very stony or extremely stony surface, except where stones have been removed, and have stones below the surface. Major limitations are related to wetness, slow permeability and stoniness. F:\Pi-ojects\Eng\2302-07\Drainage\1-17-11\230207-Drainage Report--Rev3.doc Section 3 POST DEVELOPMENT References: 1. SCS - TR55 (Second Ed., 1986) - for runoff curve numbers. 2. SCS -Rainfall Distribution Maps. 3. NRCS Soils Maps -Essex County. 4. DEP—Stormwater Management Handbook This project is subject to both the D.E.P.'s Stormwater Management Policy and the North Andover Wetlands Protection By-law with work being proposed within 100 feet of a wetland As shown herein,the proposed drainage system would provide the maximum feasible protection of groundwater resources, and prevent possible damage to abutting property or natural features in the area. In order to safeguard against oil or gas introduction into the drainage systems, storm water runoff from parking areas and driveways would be collected into hooded catch basins with deep sumps (see Site Plan Details). Such pretreatment of storm water reduces both suspended solids and oils in the drainage system and is recommended by DEP's Stormwater Management Handbook. Water quality would then further be treated by means of Stormceptor designed to filter suspended solids/silt/debris. Before being discharged toward the property line,the flow rate would be controlled by means of an underground infiltration/detention system. An additional added measure of safety against oil or gas intrusion is the implementation of an emergency shear gate valve on each infiltration system. This gate valve, along with the addition of an Emergency Response and Maintenance Procedure plan, which identifies procedures and responsible parties to contact in case of a"spill", should ensure property safeguards are met for the onsite stormwater management system. Stormwater recharge is implemented by the underground recharge trenches (pipe and stone) and a Bio-retention Area, which will infiltrate site parking and roof runoff. Additionally the implementation of the Bio-retention area aids in meeting the water quality volume needed under the MA DEP Stormwater Policy, Standard 44. Another safeguard against future intrusion of contaminants into the groundwater is the implementation of an Operation & Maintenance Plan'& Long Term Pollution Prevention Plan for Stormwater Management Systems (O&M& LTPPP), which would assure proper function of drainage components and reduce TSS entering the system. Further safeguards proposed on the Site Plan to prevent erosion include a line of silt fencing& hay bales during construction, soil stockpiling areas and loam and seed for permanent stabilization. If all the proposed erosion control devises and procedures are adhered to,then there should be no damage to neighboring properties from work on this site. The drainage system was designed utilizing a closed drainage system to achieve reduced rates of runoff at the points of analysis and would maintain a similar drainage pattern to the existing courses. The methodology is SCS TR-20, Type III rainfalls (l, 2, 10 & 100 year events). This is F-\Prciiects\Fnu\?.100.07\l)r2in2ue\1-17-11\2109,07-DrninaRe Rennrt--Rev3.dec consistent with the requirements of the Town of North Andover and DEP's Storm water Management guidelines. All pertinent calculations represented in the following pages were developed utilizing Hydrocad Storm water modeling software. All pipes used on the project are to be High Density Polyethylene (HDPE) dual-wall (corrugated exterior, smooth interior). Pipe capacities and velocities are included in the Hydrocad printouts (as part of the data for each "pond" in Hydrocad terminology). Stormwater Quality Controls: 1. Street Sweeping to capture sediment prior to entering the drainage system. This would be done on a scheduled basis. TSS Removal Rate= 5% 2. Hooded Catch Basins with Deep Sumps to capture,treat and redirect storm water toward the proposed underground detention system. TSS Removal Rate=25% 3. Stormeeptor to treat storm water prior to discharge to the detention system. TSS removal rate=30%. (Conservative Estimate based on discussions with Eggleston Environmental) 4. Infiltration Trenches to recharge pavement &roof areas. TSS removal rate= 80% 5. Bio-retention Area to provide added treatment and meet the water quality standard#4. TSS removal rate=90%, if required 44%pretreatment is provided. Groundwater Recharge: In order to provide the maximum possible groundwater recharge,the site plans have incorporated underground infiltration systems and a bio-retention area to capture roof runoff and pretreated parking lot runoff. Calculations supporting the rates and capacities are included below. Storm water Quantity Controls: The Underground infiltration/detention systems were designed such that it would control discharges through outlet pipes for the 1, 2, 10 & 100-year events. The overall stormwater management system thereby achieves the following: • Control of runoff rates to abutting properties. • Water quality maintenance—TSS removal from storm water of more than 80%through street sweeping, deep sump hooded catch basins and Stormceptors. • Groundwater Recharge—through the infiltration systems and Bio-retention area. The points of analysis are the southeastern property line and edge of pavement along Osgood Street. F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--ReO.doc Storm water Mannement & Water Quality Calculations: Note: All calculations are based on the area of proposed construction activities. Additional improvements to the existing site development are indicated on the Site Plan. Standard # 1: Untreated Stormwater No new storm water conveyances are to discharge untreated storm water directly to or cause erosion in wetlands or waters of the Commonwealth. Standard # 2: Post Development Peak Discharge Rates The storm water management system is designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. Standard # 3: Groundwater Recharge Proposed recharge system: Infiltration Trenches In accordance with Massachusetts stormwater policy, C soils require a Volume to recharge of 0.25 inches of runoff. Total Proposed onsite impervious area= 32,396 sf(see note below) Note: The existing development consists of approximately 10,300 sf of impervious area which is NOT accounted for in the above recharge calculation and therefore the proposed recharge area is greater than what is required, based on a re-development project,to maximize recharge onsite. Actual required recharge area= 32,396 sf(prop.)— 10,300 sf(exist)=22,096 sf Actual required recharge volume=22,096 sf x 0.25 inches x 1 ft/12in=460 c.f. Proposed volume to be recharged: C-soils=0.25 inches x lft/ 12"x 32,096 sf=669 c.f. 'Dotal Site Volume to be recharged = between 460-669 c.f. (Minimum 65% of site impervious area must be directed to recharge BMP's) Site Volume recharge provided=Volume stored in trenches (bottom of stone to invert out): =Depth of stone x Length of field x Width of field x Void Ratio Infiltration System#1: (Barn&Mixed-use Bldg. roof runoff& Impervious Areas= 16,176 sf/32,396 sf=49.9%) = 16,176 sf x 0.25"x 1 ft/ 12"= 337 cf volume required =988 c.f. (See attached Hydrocad Stage-Storage figure) F:\Pro.jects\Eng\230207\Drainage\1-17-1 1\230207-Drainage Report--ReO.doc Infiltration System#2: (Mixed-use Bldg. roof runoff&Impervious Areas= 16,222 sf/32,396 sf= 50.1%) = 16,222 sf x 0.25"x 1 ft/ 12"= 338 cf volume required = 1,146 c.f. (See attached Hydrocad Stage-Storage figure) Total Volume Provided=Infiltration System#1 &#2 +Bio-retention Area =988 c.f. + 1,146 c.£ + 585 c.f. =2,719 c.f. 2,719 c.f. Total Vol. Recharged is>the range of 460-669 c.f. required (4 ok) Standard # 4: TSS Removal Storm water volume required to be treated for quality: = 1.0" x 1 ft/ 12"x 32,396 sf(developed)=2,700 c.f. Vol. stored/treated in BMP's=2,719 c.f. (Routed through ystems and Bioretention area)* =2,719 c.£ Total Volume Treated> 2,700 c.f. (4 ok) *Note: Values represent actual volumes stored within the drainage system,also known as"dead storage". Explanation of systems: Parking and driveway areas would be treated by deep sump hooded Catch Basins prior to discharge into a Stormceptor then the underground infiltration/detention systems prior to discharge into a bio-retention area. Rooftop runoff would be routed into underground infiltration systems for recharge. Drainage Area BMP TSS Removal Rate Driveway/Parking Street Sweeping 5% Driveway/Parking Catch Basin w/sump 25% Driveway/Parking Stormceptor 30% (Conservative Estimate) Driveway/Parking Infiltration Systems 80% Driveway/Parking Bio-Retention Area 90% Roof(Mixed-use Bldg) Infiltration Systems 80% Roof(Barn) Infiltration Systems 80% Calculations: TSS Removal System 1: Driveway/Parking Areas: Beginning Load: 1.00 x Street Sweeping removal rate (0.05) = 0.05 Load Remaining = 1.00—0.05 = 0.95 Beginning Load: 0.95 x Catch Basin removal rate (0.25) = 0.24 Load Remaining = 0.95 —0.24 = 0.71 F:\Projects\Eng\230207\Drainage\1-17-1 1\230207-Drainage Report--Rev3.doc Remaining Load: 0.71 x Stormceptor removal rate (0.30) =0.21 Load Remaining = 0.71 —0.21 = 0.50 (50%Pretreatment Prior to discharge into Infiltration Systems, 44% minimum pretreatment required by DEP 4 ok) Remaining Load: 0.50 x Infiltration Systems removal rate (0.80) = 0.40 Load Remaining = 0.50—0.40 = 0.10 Remaining Load: 0.10 x Bio-retention Area removal rate (0.90) =0.09 Load Remaining = 0.10—0.09 = 0.01 TSS Removal Rate= (1.00—.01) = 99% Standard # 5: Higher potential pollutant loads The site does not contain land uses with higher potential pollutant loads. Standard # 6: Protection of critical areas The site does contain critical areas with sensitive resources (recharge area for water supply). Appropriate BMPs have been incorporated to protect the resource area. Standard # 7: Redevelopment projects A portion of this site is a redevelopment but the entire site has still been designed as if it is not a redevelopment project. Standard # 8: Erosion/sediment control Erosion and sediment controls are incorporated into the project design to prevent erosion. Standard #9: Operation/maintenance plan Post-Development Phase See Operation and Maintenance Plan and Long Term Pollution Prevention Plan in the back of this report for additional information. The owner is to be responsible for maintenance of all drainage structures in the project- including drain pipes, detention/infiltration systems and bio-retention area. Standard #10: Illicit Discharges: To the best of our knowledge,the site does not contain any illicit discharges, see attached Discharge Statement. F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--Rev3.doc OUTLET APRON DESIGN Project: OSGOOD PROPERTIES LLC Job# 230207 ® / ® • Date: Revised 1/17/11 _ HW#1 OUTLET APRON = Outlet# (from HydroCAD POND DMH2) MHF Design Consultants, Inc. Qio 1.6 cfs Do= 15 inches ENGINEERS • PLANNERS • SURVEYORS Tw= 1.17 feet Desi-an Criteria Apron Dimensions The dimensions of the apron at the outlet of the pipe shall be determined as follows: 1.) The width of the apron at the outlet of the pipe or channel shall be 3 times the diameter of the pipe of width of the channel. W= 3.75 feet 2.) The length of the apron shall be determined from the following formula when the tailwater depth at the outlet of the pipe or channel is less than one-half the diameter of the pipe or one-half the width of the channel: La=1.8*Q/Do^3/2+7Do La= 10.81 feet Where: La is the length of the apron Q is the discharge from the pipe or channel Do is the diameter of pipe of width of channel 3.) When the depth of the tailwater at the outlet of the pipe or channel is equal to or greater than one-half the diameter of the pipe or the width of the channel. Then the following formula applies: La=3.0*Qo/Do^1.5+7130 La= 12.18 feet 4.) Where there is no well defined channel downstream of the outlet,the width of the downstream end of the apron shall be determined as follows: a. For minimum tailwater conditions where the tailwater depth is less than the elevation of the center of the pipe: W=3*Do+La W= 14.56 feet b. For maximum tailwater conditions where the tailwater depth is greater than the elevation of the center of the pipe: W=3*Do+0.4*La W= 8.62 feet OCS#1 -FES 1 5.) Where there is a stable well-defined channel downstream of the apron, the bottom of the apron shall be equal to the width of the channel. 6.) The side of the apron in a well-defined channel shall be 2:1 (horizontal to vertical)or flatter. The height of the structural lining along the channel sides shall begin at the elevation equal to the top of conduit and taper down to the channel bottom through the length of the apron. 7.) The bottom grade of the apron shall be level(0%grade). No overfall is allowable at the end of the apron. 8.) The apron shall be located so that there are no bends in the horizontal alignment of the apron. Rock Riprap The following criteria shall be used to determine the dimensions of the rock riprap used for the apron: 1.) The median stone diameter shall be determined using the formula: d5o 0.02*Q^4/3/(Tw*Do) d50= 0.31 inches USE 3 inches d50 minimum 3 inches Where: d50 is the median stone diameter in feet Tw is the tailwater depth above the invert of the pipe channel in feet Q is the discharge from the pipe or channel in cubic feet per second Do is the diameter of the pipe or width of the channel in feet 2.) Fifty percent by weight of the riprap mixture shall be smaller the than median size stone designated as d50. The largest stone size in the mixture shall be 1.5 times the d50 size. 3.) The quality and gradation of the rock,the thickness of the riprap lining,filter material and the quality of the stone shall meet the requirements in the Rock Riprap BMP. The minimum depth shall be 6 inches or 1.5 times the largest stone size in the mixture whichever is larger(d). Thickness of the riprap d= 1.5*(1.5*d5o(largest stone size)) d= 7 inches* *must use a minimum of 6" Rock Rip Rap Gradation %of weight smaller than the given size size of stone in inches 100 4.5 to 6.0 85 3.9 to 5.4 50 3.0 to 4.5 15 0.9 to 1.5 OCS#1 - FES 1 230207-Postdrain--Rev3 Type III24-hr 1-inch Rainfall=1.00" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H droCADV 9.10 s/n 01710 02010 H droCAD Software Solutions LLC Summary for Pond IS-1: Infiltration System#1 (Front) Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 0.56" for 1-inch event Inflow = 0.26 cfs @ 12.06 hrs, Volume= 878 cf Outflow = 0.01 cfs @ 15.93 hrs, Volume= 725 cf, Atten=96%, Lag=232.7 min Discarded = 0.01 cfs @ 15.93 hrs, Volume= 725 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 132.00'@ 15.93 hrs Surf.Area=2,470 sf Storage=493 cf Flood Elev= 134.00' Sur£Area=2,470 sf Storage=3,173 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=361.2 min( 1,177.3 -816.0) Volume Invert Avail Storage Storage Description #lA 131.50' 2,069 cf 19.921W x 124.001L x 2.75'H Field A 6,794 cf Overall- 1,622 cf Embedded=5,172 cf x 40.0%Voids #2A 132.50' 1,296 cf ADS N-12 18 x 36 Inside#1 Inside= 19.2"W x 18.2"H=> 1.80 sf x 20.00'L=36.0 cf Outside=21.0"W x 21.0"H=>2.23 sf x 20.001=44.5 cf #3 132.50' 19 cf 18.0" D x 1.1'L Pipe Storage x 10 Inside#1 #4 132.50' 35 cf 18.0" D x 20.0'L Pipe Storage 3,419 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 131.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 132.50' 12.0" Round Culvert L= 146.0' Ke=0.500 Inlet/Outlet Invert= 132.50'/ 125.45' S=0.0483 'f Cc--0.900 n--0.012 #3 Device 2 132.50' 4.0" Vert. Orifice/Grate C=0.600 94 Device 2 133.25' 6.0" Vert. Orifice/Grate C=0.600 #5 Device 2 133.90' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads t iscarded OutFlow Max--0.01 cfs @ 15.93 hrs HW=132.00' (Free Discharge) 1=Exfiltration (Controls 0.01 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=131.50' TW=125.35' (Dynamic Tailwater) 2=Culvert (Controls 0.00 cfs) 3=Orifice/Grate (Controls 0.00 cfs) 4=Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) 230207-Postdrain--Rev3 Type 11124-hr 1-inch Rainfall=].00" Prepared by N4HF Design Consultants, Inc. Printed 1/20/2011 H droCAD®9.10 s/n 01710 02010 H droCAD Software Solutions LLC Stage-Area-Storage for Pond IS-1: Infiltration System#1 (Front) Elevation Surface Storage _ (feet) (sq-ft) (cubic-feet) 131.50 2,470 0 131.55 2,470 49 131.60 2,470 99 131.65 2,470 148 131.70 2,470 198 131.75 2,470 247 131.80 2,470 296 131.85 2,470 346 131.90 2,470 395 131.95 2,470 445 132.00 2,470 494 132.05 2,470 543 132.10 2,470 593 132.15 2,470 642 132.20 2,470 692 132.25 2,470 741 132.30 2,470 790 132.35 2,470 840 132.40 2,470 889 132.45 2,470 939 2.50 2 470 988 IF 132.55 2,481 1,033 132.60 2,485 1,074 132.65 2,488 1,119 132.70 2,490 1,176 132.75 2,492 1,239 132.80 2,494 1,306 132.85 2,495 1,376 132.90 2,497 1,449 132.95 2,498 1,524 133.00 2,498 1,601 133.05 2,499 1,679 133.10 2,499 1,759 133.15 2,500 1,839 133.20 2,500 1,920 133.25 2,500 2,002 133.30 2,500 2,085 133.35 2,500 2,167 133.40 2,499 2,250 133.45 2,499 2,332 133.50 2,498 2,414 133.55 2,498 2,496 133.60 2,497 2,577 133.65 2,495 2,657 133.70 2,494 2,736 13175 2,492 2,814 133.80 2,490 2,891 133.85 2,488 2,965 133.90 2,485 3,037 133.95 2,481 3,107 134.00 2,470 3,173 134.05 2,470 3,235 134.10 2,470 3,291 134.15 2,470 3,335 230207-Postdrain--Rev3 Type III24-hr 1-inch Rainfall=-1.00" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H droCAD®9.10 s/n 01710 02010 H droCAD Software Solutions LLC Summary for Pond IS-2: Infiltration System#2 (Back) Inflow Area= 19,484 sf, 83.02%Impervious, Inflow Depth= 0.52" for 1-inch event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 852 cf Outflow = 0.01 cfs @ 16.94 hrs, Volume= 577 cf, Atten=97%, Lag=292.5 min Discarded = 0.01 cfs @ 16.94 hrs, Volume= 577 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span-0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 124.19' @ 16.94 hrs Sur£Area= 1,963 sf Storage=517 cf Flood Elev= 126.00' Surf.Area= 1,951 sf Storage=2,756 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=354.5 min( 1,176.5 - 822.0) Volume Invert Avail Storage Storage Description #lA 123.50' 1,439 cf 30.481W x 64.00'L x 2.83'H Field A 5,528 cf Overall- 1,931 cf Embedded=3,597 cf x 40.0%Voids #2A 124.00' 1,488 cf ADS N-12 24 x 24 Inside#1 Inside=23.8"W x 23.8"H=>3.10 sf x 20.001=62.0 cf Outside=28.0"W x 28.0"H=>3.92 sf x 20.001=78.4 cf #3 124.00' 48 cf 24.0" D x 1.1'L Pipe Storage x 14 Inside#1 #4 124.00' 31 cf 24.0" D x 10.0'L Pipe Storage 3,007 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 124.75' 12.0" Round Culvert L= 10.0' Ke=0.500 Inlet/Outlet Invert= 124.75'/ 124.65' S=0.0100'P Cc--0.900 n=0.012 #3 Device 2 124.75' 10.0"Vert. Orifice/Grate C=0.600 #4 Device 2 125.80' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads iscarded OutFlow Max=0.01 cfs @ 16.94 hrs HW=124.19' (Free Discharge) 1=Exfiltration (Controls 0.01 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=123.50' TW=124.55' (Dynamic Tailwater) E ulvert (Controls 0.00 cfs) 3=Orifice/Grate (Controls 0.00 cfs) 4 Orifice/Grate (Controls 0.00 cfs) 230207-Postdrain--Rev3 Type H124-hr 1-inch Rainfall=1.00" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HVdroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond IS-2: Infiltration System 42 (Back) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 123.50 1,951 0 126.30 1,951 2,983 123.55 1,951 39 123.60 1,951 78 123.65 1,951 117 123.70 1,951 156 123.75 1,951 195 123.80 1,951 234 123.85 1,951 273 123.90 1,951 312 123.95 1,951 351 124.00 1,951 390 124.05 1,957 426 124.10 1,960 458 124.15 1,961 489 124.20 1,963 522 124.25 1,964 565 124.30 1,965 613 124.35 1,966 665 124.40 1,967 719 124.45 1,968 775 124.50 1,968 834 124.55 1,969 894 124.60 1,969 955 124.65 1,970 1,018 124.70 1970, 1 081 124.75 1 970 1 146 124.80 1,971 1,211 124.85 1,971 1,277 124.90 1,971 1,344 124.95 1,971 1,411 125.00 1,971 1,478 125.05 1,971 1,546 125.10 1,971 1,614 125.15 1,971 1,682 125.20 1,971 1,750 125.25 1,970 1,818 125.30 1,970 1,886 125.35 1,970 1,953 125.40 1,969 2,021 125.45 1,969 2,087 125.50 1,968 2,154 125.55 1,968 2,219 125.60 1,967 2,284 125.65 1,966 2,348 125.70 1,965 2,411 125.75 1,964 2,473 125.80 1,963 2,533 125.85 1,961 2,592 125.90 1,960 2,649 125.95 1,957 2,704 126.00 1,951 2,756 126.05 1,951 2,805 126.10 1,951 2,851 126.15 1,951 2,890 230207-Postdrain--Rev3 Type 11124-hr 1-inch Rainfall=l.00" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 10 s/n 01710 02010 HydroCAD Software Solutions LLC Summary for Pond BIO: PROP BIORETENTION BASIN Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 0.00" for 1-inch event Inflow = 0.00 cfs @ 14.75 hrs, Volume= 5 cf Outflow = 0.00 cfs @ 18.00 hrs, Volume= 5 cf, Atten=38%, Lag= 195.0 min Discarded = 0.00 cfs @ 18.00 hrs, Volume= 5 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 123.64'@ 18.00 hrs Surf.Area=27 sf Storage= 1 cf Flood Elev= 126.00' Surf.Area= 1,225 sf Storage= 1,548 cf Plug-Flow detention time= 171.9 min calculated for 5 cf(99%of inflow) Center-of-Mass det.time= 168.5 min( 1,226.7- 1,058.2) Volume Invert Avail Storage Storage Description #1 123.50' 1,548 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 123.50 0 0.0 0 0 0 124.00 352 127.0 59 59 1,284 126.00 1,225 164.0 1,489 1,548 2,189 Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 125.00' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe£ (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 t iscarded OutFlow Max=0.00 cfs @ 18.00 hrs HW=123.64' (Free Discharge) 1=Exfiltration (Controls 0.00 cfs) rimary OutFlow Max--0.00 cfs @ 0.00 hrs HW=123.50' TW=124.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 230207-Postdrain--Rev3 Type 11124-hr 1-inch Rainfall=1.00" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 02010 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond BIO: PROP BIORETENTION BASIN Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 123.50 0 0 123.55 4 0 123.60 14 0 123.65 32 2 123.70 56 4 123.75 88 7 123.80 127 13 123.85 172 20 123.90 225 30 123.95 285 43 124.00 352 59 124.05 367 77 124.10 383 95 124.15 399 115 124.20 416 135 124.25 432 157 124.30 449 179 124.35 467 201 124.40 484 225 124.45 502 250 124.50 521 275 124.55 540 302 124.60 559 329 124.65 578 358 124.70 598 387 124.75 618 418 124.80 638 449 124.85 659 481 124.90 680 515 124.95 701 549 0 723 585 125.05 745 622 125.10 767 659 125.15 790 698 125.20 813 738 125.25 836 780 125.30 859 822 125.35 883 866 125.40 908 910 125.45 932 956 125.50 957 1,004 125.55 983 1,052 125.60 1,008 1,102 125.65 1,034 1,153 125.70 1,060 1,205 125.75 1,087 1,259 125.80 1,114 1,314 125.85 1,141 1,370 125.90 1,169 1,428 125.95 1,197 1,487 126.00 1,225 1,548 MHF Project No. 230207 Sheet i of 1 ® Project Description Osgood Properties LLC Task Pond Drawdown Calculations MHF Design Consultants, Inc. Calculated By CMT Date Rev 1/17/11 Checked By Date ENGINEERS • PLANNERS • SURVEYORS Drawdown within 72 hours Analysis for Static Method Underground Infiltration System#1 Infiltration Rate: 0.17 inches/hour(From table 2.3.3:Rawls, Brakensiek, Saxton, 9982) Design Infiltration Rate: 0.17 inches/hour Volume Provide for Infiltration: 988 cf (Volume below outlet pipe) Basin bottom area: 2,468 sf Time drawdown = (Required Recharge Volume in cubic feet as determined by the Static Method)(1/Design Infiltration Rate in inches per hour)(conversion for inches to feet)(1/bottom area in feet) Time drawdown = ( 988 cf) ( 1 / 0.17 in/hr) (1ft/12 in.) ( 1 / 2,468 sf) 28.26 hours Underground Infiltration System#2 Infiltration Rate: 0.17 inches/hour (From table 2.3.3:Rawls, Brakensiek, Saxton, 9982) Design Infiltration Rate: 0.17 inches/hour Volume Storage: 1,146 cf (Volume below outlet pipe) Basin bottom area: 1,951 sf Time drawdown = (Required Recharge Volume in cubic feet as determined by the Static Method)(1/Design Infiltration Rate in inches per hour)(conversion for inches to feet)(1/bottom area in feet) Time drawdown = ( 1,146 cf) ( 1 / 0.17 in/hr) (1ft/12 in.) ( 1 / 1,951 sf) 41.47 hours _ MHF Project No. 230207 Sheet i of i ® Project Description Osgood Properties LLC ® Task Pond Drawdown Calculations MHF Design Consultants, Inc. Calculated By CMT Date 01/17/11 Checked By Date ENGINEERS PLANNERS • SURVEYORS Drawdown within 72 hours Analysis for Static Method Bio-retention Area Infiltration Rate: 0.17 inches/hour (From table 2.3.3: Rawls, Brakensiek, Saxton, 1982) Design Infiltration Rate: 0.17 inches/hour Volume Provide for Infiltration: 585 cf Basin area: 723 sf Time drawdown = (Required Recharge Volume in cubic feet as determined by the Static Method)(1/Design Infiltration Rate in inches per hour)(conversion for inches to feet)(1/bottom area in feet) Time drawdown = ( 585 cf) ( 1 / 0.17 in/hr) (1ft/12 in.) ( 1 / 723 sf) 57.11 hours trmceptor® Stormceptor Design Summary PCSWMM for Stormceptor Project Information Rainfall Date 12/8/10 Name BOSTON WSFO AP Project Name 1003 Osgood Street, N. State MA Andover, MA Project Number 230207 ID 770 Location STC#1 Years of Records 1948 to 2005 Designer Information Latitude 42°21'38"N Company MHF Design Consultants, Inc. Longitude 71°0'38"W Contact Chris Tymula Notes Water Quality Objective N/A TSS Removal Drainage Area Upstream Storage Total Area (ac) 0.32 Storage Discharge Imperviousness(%) 81.79 (ac-ft) (cfs) 0 0 The Stormceptor System model STC 450i achieves the water quality objective removing 88%TSS for a Fine (organics,silts and sand) particle size distribution. Stormceptor Sizing Summary Stormceptor Model TSS Removal STC 450i 88 STC 900 93 STC 1200 93 STC 1800 93 STC 2400 95 STC 3600 95 STC 4800 96 STC 6000 97 STC 7200 97 STC 11000 98 STC 13000 98 STC 16000 99 Stormceptor Design Summary- 1/2 ■ torceptor® Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine or anics,silts and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling Gravity Velocity Gravity Velocity Pm % ft/s Pm % ft/s 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal. • Only the STC 4501 is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 4501 to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 4501 STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance,please contact Rinker Materials 1 (800)909-7763 www.rinkerstormceptor.com Stormceptor Design Summary-2/2 MATERIALS' tormceptor® Stormceptor Design Summary PCSWMM for Stormceptor Project Information Rainfall Date 12/8/10 Name BOSTON WSFO AP Project Name 1003 Osgood Street, N. State MA Andover, MA Project Number 230207 ID 770 Location STC#2 Years of Records 1948 to 2005 Designer Information Latitude 42°21'38"N Company MHF Design Consultants, Inc. Longitude 71°0'38"W Contact Chris Tymula Notes Water Quality Objective N/A TSS Removal (%) 80 Drainage Area Upstream Storage Total Area (ac) 0.38 Storage Discharge Imperviousness (%) 80.24 (ac-ft) (cfs) 0 0 The Stormceptor System model STC 4501 achieves the water quality objective removing 87%TSS for a Fine (organics,silts and sand) particle size distribution. Stormceptor Sizing Summary Stormceptor Model TSS Removal STC 450i 87 STC 900 92 STC 1200 92 STC 1800 93 STC 2400 94 STC 3600 95 STC 4800 96 STC 6000 96 STC 7200 97 STC 11000 98 STC 13000 98 STC 16000 98 Stormceptor Design Summary- 1/2 MATERIALS'' trmceptor® Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants,such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine(organics, silts and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling Gravity Velocity Gravity Velocity Pm % ft/s Pm % ft/s 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal. • Only the STC 4501 is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 450i STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800)909-7763 www.rinkerstormceptor.com Stormceptor Design Summary-2/2 MATERIALS' MHF Project No. 230207 Sheet 1 of 1 Project Description Osgood Properties LLC s Task Mounding Analysis Assumptions MHF Design Consultants, Inc. Calculated By CMT Date Rev 1/17/11 ENGINEERS PLANNERS SURVEYORS Checked By Date Mounding Analysis Assumptions for Online Hantush Mounding Calculator (All units must be consistent so conversions are needed) (Units chosen are inches and hours) Underground Infiltration System #1 (w) Percolation Rate: Based on inflow from a 1-inch storm at a rate of 0.26 cf/sec was used Flow distributed over bed bottom= 4.6 inch/hr (see Hydrocad printout) Converting to hr/inch: 0.,21_ hr/inch (K) Hydraulic Conductivity: Based on NRCS Soils a rate of 02 inch/hr was used (S) Specific Yield: A value of 0 33 was used (unitless) (t) Time: Time used= 2 hours (hi) Initial Saturated Thickness: Assumed the elevation of Lake Cochichewick as the datum Elevation of Historic High Water Mark= 113.67 feet The difference between the High Water Mark and bottom of Recharge System = (hi) = 214., inches (a) Length of Recharge Area= 124 feet Converting to inches= 149,0`11 inches (b) Width of Recharge Area= 19.9 feet Converting to inches= 2388 inches Elevation of Bottom of System= 131.5 feet Underground Infiltration System #2 (w) Percolation Rate: Based on inflow from a 1-inch storm at a rate of 0.26 cf/sec was used Based on Inflow for 1-inch storm 5.8 inch/hr (see Hydrocad printout) Converting to hr/inch: 0.1,7 hr/inch (K) Hydraulic Conductivity: Based on NRCS Soils a rate of 0.2 inch/hr was used (S) Specific Yield: A value of 0 33 ,;!was used (unitless) (t) Time: Time used= 24; hours (hi) Initial Saturated Thickness: Assumed the elevation of Lake Cochichewick as the datum Elevation of Historic High Water Mark= 113.67 feet The difference between the High Water Mark and bottom of Recharge System = (hi) = 118, inches (a) Length of Recharge Area= 64 feet Converting to inches= 768 ; .inches (b) Width of Recharge Area= 30.5 feet Converting to inches= 366<_ inches Elevation of Bottom of System= 123.5 feet 230207 MnnnrlinnAn�h cicGc� n, o .,a ., ® MHF Project No. 230207 Sheet 1 of 1 ® a NOE= Project Description Osgood Properties LLC ® Task Mounding Analysis Assumptions Calculated By CMT Date 01/17/11 MHF Design Consultants, Inc. Checked By Date ENGINEERS • PLANNERS • SURVEYORS Mounding Analysis Assumptions for Online Hantush Mounding Calculator (All units must be consistent so conversions are needed) (Units chosen are inches and hours) Bio-Retention Area (w) Percolation Rate: Based on inflow from a 1-inch storm at a rate of 0.26 cf/sec was used Flow distributed over bed bottom= 8.7 inch/hr (see Hydrocad printout) Converting to hr/inch: 0.12. hr/inch (K) Hydraulic Conductivity: Based on NRCS Soils a rate of 0:2 inch/hr was used (S) Specific Yield: A value of 0 33 was used (unitless) (t) Time: Time used= 24 hours (hi) Initial Saturated Thickness. Assumed the elevation of Lake Cochichewick as the datum Elevation of Historic High Water Mark= 113.67 feet The difference between the High Water Mark and bottom of Recharge System = (hi) = 198 inches (a) Length of Recharge Area= 72 feet Converting to inches= 864 inches (b) Width of Recharge Area= 18 feet Converting to inches= . .'.216.-'-i, inches Elevation of Bottom of System= 123.5 feet GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 1 of 3 view cart U checkout January 17, 2011 _ You can also ' perform mounding Equipnient calculations with soJI ftware graphical display using: Equipment Rentals Hydrus Newsletter Saturated/Unsaturated Calculator Flow&Transport �^••"°°'®' Model Kids Corner Groundwater5oftware-com Contact Calculator 9 - Groundwater Mounding Feedback Calculator Search Products e Go GroundwaterSoftware.com 520 Chicopee Row Groton, MA, 01450 Tel: (978) 502-6001 Fax: (978) 477-0250 GROUNDWATER MOUND UNDER A RECTANGULAR E-mail Us Here RECHARGE AREA Using the Hantush(1967)Derivation Back to Calculators The equation representing the groundwater mound beneath a rectangular recharge area is given by: ti,-t� = (2w/K)vtS*((O.5L1( 4vt)),(O.5W/( 4vt))) where: v=Kb/E b=0.5(4(0)+h(t)) where hm is the maximum height of the mound;hi is the initial height of the water table;w is the recharge or percolation rate;K is the hydraulic conductivity;t is the time of interest;L and W are the length and width of the rectangular recharge area,and a is the specific yield of the aquifer. S*is an integral equation given by: 1 S ta,R1 = erf(�)•erf(I.)dT This equation is estimated in the calculator by using a table of values given by Hantush(1967) GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 2 of 3 I Plan View i (b)=Width Plan View (a)=Length Vertical (w) Percolation .... � . ..... ___..�_._�.._ Ground Level �.-._�. ..... . ... Cross Increase in Section Hydraulic Maximum Hydraulic Head Head �` hi Initial Water Level 1967. GROUNDWATER MOUND UNDER A RECTANGULAR RECHARGE AREA Using the Hantush(1967)Derivation Inputs w(Percolation Rate): .22 [LIT] K(Hydraulic Conductivity): •2 [LIT] S(Specific Yield): .33 [_] t(Time)::]24 [n hj(Initial Saturated Thickness): 214 [L] a(Length of Recharge Area): 1488 [L] b(Width of Recharge Area): 238.8 [L] **KEEP UNITS CONSISTENT** Calculate Results **Note that because of estimations of an integral function,this is an estimate** Maximum hydraulic head: 219.071956' [L] Increase in hydraulic head: 5.07195693 [L] Hantush, M.S.(1967). Growth and Decay of Groundwater-Mounds in Response to Uniform Percolation,Water Resources Research vol.3, no.1, pp 227-234. Example: What is the maximum mounding at the water table if 1000 liters/day of water is discharged on an area 3 x 4 m after 2 days(all water GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 3 of 3 infiltrates).Given a hydraulic conductivity of 1 x10-6 m/s,and specific yield of 0.01 and an initial saturated thickness of 2 m. Your results should yield a maximum hydraulic head of approximately 3.3 m and an increase in hydraulic head of 1.3 m. What might have gone wrong? -converting from 1000 liters/day to m/day. Convert to m3/day using 1000 titers/m3,then divide by area to get the m/day of water infiltrating. This value should be approximately 0.08 m/day -converting the hydraulic conductivity to units of m/day.This value should be approximately 0.086 Summary Inputs w=0.08 m/day,K=0.086m/day,S=0.01,t=2 days,hi=2m,a=3m,b=4m Results Maximum hydraulic head=3.3 m Increase in hydraulic head=1.3 m See our Newsletter on Groundwater Mound Under Rectangular Recharge Area and December Specials f, Groundwater6oftware,com homes sell here* security* about us Brought to you by: Environmental Software Online, LL GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 1 of 3 view cart checkout U 1� • 11 � '^ i it � 1 January 17, 2011 _ You can also perform mounding Equipinent calculations with graphical display using: x ' Hydrus Newsletter S atu rate d/U n s atu rated Calculator Flow&Transport Model Groundwater5oftware,com Contact Calculator 9 - Groundwater Mounding Feedback Calculator Search Products Y` Go G ro a n d wa to rSoftwa re.co m 520 Chicopee Row Groton, MA, 01450 Tel: (978) 502-6001 Fax: (978) 477-0250 GROUNDWATER MOUND UNDER A RECTANGULAR E-mail Us Here RECHARGE AREA Using the Hantush(1967)Derivation Back to Calculators The equation representing the groundwater mound beneath a rectangular recharge area is given by: h�,-h� = (2w1K)vtS*((0.5L!04vt)),(U.5W!( 4vt))) where: v=Kb/E b=0.5(t (0)+h(t)) where hm is the maximum height of the mound;hi is the initial height of the water table;w is the recharge or percolation rate; K is the hydraulic conductivity;t is the time of interest;L and W are the length and width of the rectangular recharge area,and E is the specific yield of the aquifer. S*is an integral equation given by: 1 S*0,R1 = �err(,) •erf(�.)dr This equation is estimated in the calculator by using a table of values given by Hantush(1967) httn://www.eroundwatersoftware.com/calculator 9 hantush moundine.htm 1/17/2011 GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 2 of 3 W� j 1 (b)=Width Plan View (a)=Length Vertical (w) Percolation Ground Level _........._........._........ - Cross Increase in Section Hydraulic _ Maximum Hydraulic Head Head �-f hi Initial Water Level 1967. GROUNDWATER MOUND UNDER A RECTANGULAR RECHARGE AREA Using the Hantush(1967)Derivation Inputs w(Percolation Rate): •17 [LIT] K(Hydraulic Conductivity): •2 [LIT] S(Specific Yield): 33 [-] t(Time): 24 [T] hj(initial Saturated Thickness): 118 [L] a(Length of Recharge Area): 768 [L] b(Width of Recharge Area): 366 [L] **KEEP UNITS CONSISTENT** Calculate Results *"Note that because of estimations of an integral function,this is an estimate** Maximum hydraulic head: 121.919239 [L] Increase in hydraulic head: 3.91923945 [L] Hantush,M.S.(1967).Growth and Decay of Groundwater-Mounds in Response to Uniform Percolation,Water Resources Research vol.3, no.1,pp 227-234. Example: What is the maximum mounding at the water table if 1000 liters/day of water is discharged on an area 3 x 4 m after 2 days(all water GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 3 of 3 infiltrates).Given a hydraulic conductivity of 1 x10-6 m/s,and specific yield of 0.01 and an initial saturated thickness of 2 m. Your results should yield a maximum hydraulic head of approximately 3.3 m and an increase in hydraulic head of 1.3 m. What might have gone wrong? -converting from 1000 liters/day to m/day. Convert to m3/day using 1000 liters/m3,then divide by area to get the m/day of water infiltrating. This value should be approximately 0.08 m/day -converting the hydraulic conductivity to units of m/day.This value should be approximately 0.086 Summary Inputs w=0.08 m/day,K=0.086m/day,S=0.01,t=2 days,hi=2m,a=3m,b=4m Results Maximum hydraulic head=3.3 m Increase in hydraulic head=1.3 m See our Newsletter on Groundwater Mound Under a Rectangular Recharge Area and December Specials Groundwatersoitwaream home* sell here- security* about us Brought to you by: Environmental Software Online, LL GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 1 of 3 view cart 1' check out January 17, 2011 You can also Home perform mounding Equipment calculations with Software graphical display Equipt"nent Rentals using: Newsletter % Hvdrus Saturated/Unsaturated Calculator Flow&Transport Kids' Corner Model GroundwaterSoftware,com contact Calculator 9 - Groundwater Mounding Feedback Calculator Search Products _^ Go GroundwaterSoftwa re.com 520 Chicopee Row Groton, MA, 01450 Tel: (978) 502-6001 Fax: (978) 477-0250 GROUNDWATER MOUND UNDER A RECTANGULAR E-mail Us Here RECHARGE AREA Using the Hantush(1967)Derivation Back to Calculators The equation representing the groundwater mound beneath a rectangular recharge area is given by: hn,Ay = (2w/K)vtSw((0.5L/( 4vt)),(O.5W/( 4vt))) where: v=Kb/E b=0.5(4(0)+h(t)) where him is the maximum height of the mound;h,is the initial height of the water table;w is the recharge or percolation rate; K is the hydraulic conductivity;t is the time of interest;L and W are the length and width of the rectangular recharge area,and E is the specific yield of the aquifer. S*is an integral equation given by: 1 S*(a,R) _ ei f(a)•etf(p)dT This equation is estimated in the calculator by using a table of values given by Hantush(1967) GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 2 of 3 Plan View ( (b)=Width Plan View (a)=Length Vertical (w) Percolation Ground Level ................ - -..1.. ..._..... . ........._._..... Cross Increase in Section Hydraulic �Maximum Hydraulic Head Head ' hi Initial Water Level (1967). GROUNDWATER MOUND UNDER A RECTANGULAR RECHARGE AREA Using the Hantush(1967)Derivation Inputs w(Percolation Rate): •12 [LIT] K(Hydraulic Conductivity): .2 [LIT] S(Specific Yield): .33 [_] t(Time): 24 [Tl hi(Initial Saturated Thickness): 118 [L] a(Length of Recharge Area): 864 [L] b(Width of Recharge Area): 216 [L] **KEEP UNITS CONSISTENT** Calculate Results **Note that because of estimations of an integral function,this is an estimate** Maximum hydraulic head: 120.766521' [L] Increase in hydraulic head: 2.76652196 [L] Hantush,M.S.(1967).Growth and Decay of Groundwater-Mounds in Response to Uniform Percolation,Water Resources Research vol.3, no.1,pp 227-234. Example: What is the maximum mounding at the water table if 1000 liters/day of water is discharged on an area 3 x 4 m after 2 days (all water GroundwaterSoftware.com - Online Hantush Mounding Calculator Page 3 of 3 infiltrates).Given a hydraulic conductivity of 1 X10,6 m/s,and specific yield of 0.01 and an initial saturated thickness of 2 m. Your results should yield a maximum hydraulic head of approximately 3.3 m and an increase in hydraulic head of 1.3 m. What might have gone wrong? -converting from 1000 liters/day to m/day. Convert to m3/day using 1000 liters/m3,then divide by area to get the m/day of water infiltrating. This value should be approximately 0.08 m/day -converting the hydraulic conductivity to units of m/day.This value should be approximately 0.086 Summary Inputs w=0.08 m/day,K=0.086m/day,S=0.01,t=2 days, hi=2m,a=3m,b=4m Results Maximum hydraulic head=3.3 m Increase in hydraulic head=1.3 m See our Newsletter on Groundwater Mound Under a Rectangular Recharge Area and December Specials r'. ,4- Groundwatedottwware,com home* sell here* security* about us Brought to you by; Environmental Software Online, LL Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program \ Checklist for Stormwater A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, use only the tab Report(which the Stormwater Re p which should provide more substantive and detailed information) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and 1 certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. The Stormwater Report must include: �., • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature FRANK C. [r o MONTEIRO CIVIL a .e N ff?ST° ss� Signature a Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development ❑ Redevelopment ® Mix of New Development and Redevelopment 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program (C" hecklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ® Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ® Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ® Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge • Soil Analysis provided. • Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ® Static ❑ Simple Dynamic ❑ Dynamic Field' ® Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. • Recharge BMPs have been sized to infiltrate the Required Recharge Volume. • Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ® Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. ..---_................._..........._____..... 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist r w Checklist (continued) Standard 3: Recharge (continued) ® The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ❑ A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ® Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ® is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. } 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The%" or 1"Water Quality Volume or ® The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ® The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ® The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ® Critical areas and BMPs are identified in the Stormwater Report. 230207-NOlswcheck-Rev3.doc-6/18/10 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist LEI Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ® The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ® An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. 230207-NOlswcheck-Rev3.doc•6/18/10 Stormwater Report Checklist•Page 8 of 8 ® = 44 Stiles Road ° Suite One•Salem, New Hampshire 03079 TEL (603) 893-0720 ° FAX (603) 893-0733 MHF Design Consultants, Inc. www.mhfdesign.com June 17, 2010 Ms. Jennifer Hughes, Conservation Administrator North Andover Conservation Commission 1600 Osgood Street, Suite 264 North Andover,MA 01845 Re: 1003 Osgood Street Map 35 Lot 50 Osgood Properties LLC Sub: Illicit Discharge Statement Standard#10 Dear Ms. Hughes: On behalf of our client, Osgood Properties LLC,we hereby state that to the best of our knowledge,no illicit discharges exist on the above referenced site and none are proposed with the site development plans as prepared for Osgood Properties LLC. Implementing the pollution prevention plan measures outlined in the site development plans and SWPPP will prevent illicit discharges to the stormwater management system, including wastewater discharges and discharges of stormwater contaminated by contact with process wastes,raw materials,toxic pollutants,hazardous substances, oil, or grease. Sincerely, MHF Design Consultants, Inc. Frank rntelro,Preside Y:\230207\Drainage\230207-Illicit Discharge Statement Standardl0.doc APPENDIX A MAPS F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--Rev3.doc ♦ � •►• � ^.�l - 11 ' ��/� �L �� .-ti ,Zy - ".�— � � ' °' � lb O aVej it E A � � HANG j �t� �- ,,, . � � ,•. .,yam. ``w rr / � !' ���\�� � -'--� � ' ,� ;�` Y i•, r � / ^ `,� �i'-- '� Golf ill. �` 1..• � _ ,,�, ���� /� -\ \\ :\ \, ,. r • r � � >( U ICI AL AJJ �---- -tip �• f � �� ��� -,�� �; � -��� r`� � rr SITE Dou Reilly 0 �4 _ <• r F; fo Bch w� ST 1. 1 U ✓�' v /, {fir USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture ajoint effort of the United Report for ® NRCS States Department of Agriculture and other Essex county, Federal agencies, State Natural agencies including the Massachusetts, Resources Agricultural Experiment Conservation Stations, and local Service participants Northern Part June 21, 2010 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://soils.usda.gov/sqi/) 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=nres)or your NRCS State Soil Scientist(http://soils.usda.gov/contact/ state—offices/). 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 Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the 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 HowSoil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Essex County, Massachusetts, Northern Part................................................12 1—Water.....................................................................................................12 305B—Paxton fine sandy loam, 3 to 8 percent slopes................................12 31013—Woodbridge fine sandy loam, 3 to 8 percent slopes.......................13 602—Urban land.........................................................................................14 71513—Ridgebury and Leicesterfine sandy loams,3 to 8 percent slopes, extremelystony.....................................................................................15 Soil Information for All Uses...............................................................................17 Soil Properties and Qualities..............................................................................17 Soil Qualities and Features.............................................................................17 Hydrologic Soil Group (1003 Osgood Street)..............................................17 References............................................................................................................22 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, 2606). 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 Custom Soil Resource Report 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. 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 d � d a d OOE lEL4 OLAELY 06ZLELh OLZLEL6 09 LLEL4 05L1EL4 E5.9,LL „E5.9 eLL °rn � n n � � M M c°o n N � M M 0 M � n n N O M N M CL O Na) O O a M U 7 a O m C Q) 0 O O� • n o M m E ° m 0 �ClLL° M v7 7 U 0 o � d N � M L O � � N X OD � O � O N {Op N � � Q N C M o W O O C M VM m � M N M yp, 2 O O O N N m Z-< M N 5.L alL 00EL£L4 OLZ L£L4 06Z 1£L4 OLZL£L4 08 LL£L4 05L1£L4 d v (V d N d o CL o m mac° m Ld N > C0 c N.O N N O m N 3 C r f6 V m 'O L N O C aa) m Z a 4) o M c m E t m N Z O O N_ Z N m O O N O N m N O x E Z M U _ N L o0 Of L p L O `O N N N Z 0 Z N N V Ep Q °D 3 m 0 w Z Q N a = m cC/ N O E U •o Z 0 m a Cc: N LL •N Q L N Nm = N Q•O Q 0 N = m N »Lrz G Q O fa0 a d N O c T G O- O 3 S O E,m N LL oo N O maN E 0) c a a)IE� Z mom m c m m F- -o-a a� m ° a� E tl •i o N w u? o (Z j 3 a�.a w N Q V J T N W N L c f0 . 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ICI o �� .� tit N a E "o rn Q to Custom Soil Resource Report Map Unit Legend Essex County,Massachusetts,Northern Part(MA605) Map Unit Symbol Map Unit Name Acres in A01 Percent of A01 1 Water 0.2 2.6% 305B Paxton fine sandy loam,3 to 8 percent slopes 5.3 63.7% 310B Woodbridge fine sandy loam,3 to 8 percent 1.8 21.0% slopes 602 Urban land 0.4 5.3% 715B Ridgebury and Leicester fine sandy loams,3 to 0.6 7.4% 8 percent slopes,extremely stony Totals for Area of Interest 8.4 100.0% 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 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 10 Custom Soil Resource Report 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. 11 Custom Soil Resource Report Essex County, Massachusetts, Northern Part 1—Water Map Unit Setting Frost-free period. 125 to 165 days Map Unit Composition Water.' 100 percent 3058—Paxton fine sandy loam, 3 to 8 percent slopes Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period: 145 to 240 days Map Unit Composition Paxton and similar soils:90 percent Minor components: 10 percent Description of Paxton Setting Landform: Drumlins Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Nose slope, crest Down-slope shape: Convex Across-slope shape: Convex Parent material:Friable coarse-loamy eolian deposits over dense coarse-loamy lodgment till derived from granite and gneiss Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 18 to 32 inches to dense material Drainage class:Well drained 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: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity:Very low(about 2.8 inches) Interpretive groups Land capability(nonirrigated):2e Typical profile 0 to 6 inches: Fine sandy loam 6 to 21 inches: Fine sandy loam 21 to 60 inches: Gravelly fine sandy loam 12 Custom Soil Resource Report Minor Components Ridgebury Percent of map unit: 5 percent Landform: Depressions Woodbridge Percent of map unit. 5 percent 310B—Woodbridge fine sandy loam, 3 to 8 percent slopes Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period. 145 to 240 days Map Unit Composition Woodbridge and similar soils: 80 percent Minor components:20 percent Description of Woodbridge Setting Landform: Drumlins Landform position (two-dimensional): Shoulder, backslope Landform position (three-dimensional): Side slope, nose slope Down-slope shape: Linear Across-slope shape: Concave Parent material:Friable coarse-loamy eolian deposits over dense coarse-loamy lodgment till derived from igneous and metamorphic rock Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 21 to 29 inches to dense material Drainage class: Moderately well drained 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 capacity: Low(about 3.6 inches) Interpretive groups Land capability(nonirrigated): 2e Typical profile 0 to 9 inches: Fine sandy loam 9 to 26 inches: Fine sandy loam 26 to 60 inches: Fine sandy loam 13 Custom Soil Resource Report Minor Components Ridgebury Percent of map unit: 15 percent Landform: Depressions Whitman Percent of map unit: 5 percent Landform: Depressions 602—Urban land Map Unit Setting Frost-free period: 125 to 165 days Map Unit Composition Urban land: 80 percent Minor components: 20 percent Description of Urban Land Setting. Parent material: Excavated and filled land Minor Components Udorthents Percent of map unit: 10 percent Charlton Percent of map unit: 2 percent Hinckley Percent of map unit: 2 percent Merrimac Percent of map unit: 2 percent Paxton Percent of map unit: 2 percent Windsor Percent of map unit: 2 percent 14 Custom Soil Resource Report 71513—Ridgebury and Leicester fine sandy loams, 3 to 8 percent slopes, extremely stony Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period: 145 to 240 days Map Unit Composition Ridgebury and similar soils: 50 percent Leicester and similar soils:35 percent Minor components: 15 percent Description of Ridgebury Setting Landform: Depressions, drainageways Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Friable coarse-loamy eolian deposits over dense coarse-loamy lodgment till derived from granite and gneiss Properties and qualities Slope: 3 to 8 percent Surface area covered with cobbles, stones or boulders: 9.0 percent Depth to restrictive feature: 14 to 25 inches to dense material Drainage class: Poorly drained 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 2 to 18 inches Frequency of flooding: None Frequency of ponding:None Available water capacity.Very low (about 2.3 inches) Interpretive groups Land capability(nonirrigated):7s Typical profile 0 to 5 inches: Fine sandy loam 5 to 18 inches: Fine sandy loam 18 to 60 inches: Fine sandy loam Description of Leicester Setting Landform: Depressions, drainageways Landform position (two-dimensional):Toeslope Down-slope shape: Concave 15 Custom Soil Resource Report Across-slope shape: Concave Parent material: Friable coarse-loamy eolian deposits over firm coarse-loamy basal till derived from granite and gneiss Properties and qualities Slope:3 to 8 percent Surface area covered with cobbles, stones or boulders: 9.0 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:About 0 to 18 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Moderate (about 8.0 inches) Interpretive groups Land capability(nonirrigated):7s Typical profile 0 to 5 inches: Fine sandy loam 5 to 28 inches: Fine sandy loam 28 to 60 inches: Fine sandy loam Minor Components Sutton Percent of map unit. 5 percent Whitman Percent of map unit. 5 percent Landform: Depressions Woodbridge Percent of map unit: 5 percent 16 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table forthe soil map units in the selected area of interest.A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components.This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer.These features can greatly impact the use and management of the soil. Hydrologic Soil Group (1003 Osgood Street) Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long- duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet.These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B.Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.These soils have a moderate rate of water transmission. 17 Custom Soil Resource Report Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. 18 d �O N IV � � N N � a OOEL£L4 OLZ £Lh 06Z £L6 OLZ lEL4 094EL4 OS lLEL6 „£5,9.1L „£9,9.LL rn m N � M O f00 � (O N � M M �+ C N N N m O 0 0) O U) p aN�a)/i O $ LL O N M a) L r O CL 2O //nn r�z V •• 4 O Q= O OD m _ M .v N 0,5 co fn O rn U2 a � N p N X i0 m O N Q N � C M O ! C O N M O � O O N •�3�b.,, tip. 2 O O p N N z N � S,G.LL OOE L£L4 OLZ L£LV 06Z L£L6 OIZ L£G4 08LI£L4 05llELY i� u1 ZN N � K (V N � V a o °1 ao0 E m d m vi m E mpw app o U IIl O L N a�i m X00 a) ° o C: 0) N N (n 7 z N _U N n a C a) of O M E Z f6 v- p O N p N 0 E a� .r c cn U ao r w ,s LO N N C �Q Z M N '6 U Q °D 3 m p N Z Q N 3 m CC/ U a z m o. c N o sa) � co mQ o a1) 33 c Q aa�) w ° � U. E o L (u' E a Z ti � X ° moN v m ~ p N m aw E Y. d U (6 6 J 2 N W> N O C .0 z C' N Y N N O)a) N f6 E .2,0 T O dZ T 0 N Q � l6 d O c p p 'O m L G N N O T O w O o a) 2 O 0CL.0 O a C E m �7 V N O O G `O 7 T =� a al v a) CO N N w 2 U)'O d (n N O a 63 CL N aI a) p0 a) O L a) O ("p6 L Ep a7 E H a E U) U I- w fn (n F U p Itf O CL N w N U O N N O E O (A 7 U N N 7 c 3 m Z C L /Wn N ❑ O N O O v C d N N N p W Q O l6 N N N l0 N cr O J H N ❑ ❑ O p r N O C N N (n O CL m Q m c a a m `m c> U ❑ z c.) y 0 o 0 5 LL m o 00 ❑ ❑ ❑ ` o N � a N a 3 C stom Soil Resource Report Table—Hydrologic Soil Group (1003 Osgood Street) Hydrologic Soil Group—Summary by Map Unit—Essex County,Massachusetts,Northern Part Map unit symbol Map unit name Rating Acres in A01 Percent of A01 1 Water 0.2 2.6% 305B Paxton fine sandy loam,3 to 8 percent C 5.3 63.7% slopes 310B Woodbridge fine sandy loam,3 to 8 C 1.8 21.0% percent slopes 602 Urban land 0.4 5.3% 715B Ridgebury and Leicester fine sandy C 0.6 7.4% loams,3 to 8 percent slopes, extremely stony Totals for Area of Interest 8.4 100.0% Rating Options—Hydrologic Soil Group (1003 Osgood Street) Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie-break Rule: Lower 21 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://soils.usda.gov/ 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://soils.usda.gov/ Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/ 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://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.glti.nres.usda,gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook,title 430-VI. http://soils.usda.gov/ 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://soils.usda.gov/ 22 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. 23 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover, MA On-site Review Deep Hole Number: 409-1 Date: 4/29/2009 Time: Weather: 60s Sunny Location(identify on site plan) ------ Land Use former residence Slope Surface._ None ............. .................. Vegetation—gr Landform Position on landscape(sketch on back) Distances from: Open Water Body>50 feet Drainage way feet Possible Wet Area >25 feet Property Line >10 feet Drinking Water Well.. feet Other------ .......................... DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-56" Fill/A Sandy Loam 10yr 3/2 Stumps 56-80" B Sandy Loam 10yr 5/8 @ 60" 80-120" C Sandy Loam 2.5y 7/1 Parent Material(geologic): Till Depth to Bedrock: _> 12.0" Depth to Groundwater: 607 Standing Water in Hole: _112".____.__-_--..-..-___ Weeping from pit face: J 12" Estimated Seasonal High Groundwater: 60" ......................... ....... DEP APPROVED FORM-12107195 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover, MA On-site Review Deep Hole Number: 409-2 Date: 4/29/2009 Time: Weather: 60s Sunny. Location(identify on site plan) Land Use former,residence Slope Surface._ None Pppw ........... Vegetation —------- ...... Landform. ...... ................ ----------Position on landscape(sketch on back) ......... Distances from: Open Water Body._>50 feet Drainage way feet Possible Wet Area feet Property Line feet Drinking Water Well--.>100 feet Other. DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-21' Fill Sand 2-18" A Loamy Sand I Oyr 3/2 18-32" B Loamy Sand 10yr 5/8 32-120" C Loamy Sand 2.5y 7/2 @ 36" MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic): Depth to Bedrock: .................... __ -- Depth to Groundwater: Standing Water in Hole: 50" Weeping from pit face: -50" ....... Estimated Seasonal High Groundwater: 36" ------- ............. DEP APPROVED FORM-12/07195 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover, MA On-site Review Deep Hole Number: 409-3 Date: 4/29/2009 Time:. Weather: 60s Sunnv Location(identify on site plan)..... Land Use Open Field Slope(%) 0-5% Surface Stones. None .Field.- Vegetation Landform ................... ......... —----- Position on landscape(sketch on back) Distances from: Open Water Body. -?�50 feet Drainage way >50_._._—__-, feet Possible Wet Area feet Property Line >10___.____.._. feet Drinking Water Well. >I 00 feet Other.— DEEP OBSERVATION HOLE LOG* [;Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-181, A Loamy Sand 10yr 3/2 18-36" B Loamy Sand 10yr 5/8 36-120" C Sand 2.5y 6/3 @36)' MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic): Till Depth to Bedrock: .>12-0............... ................ Depth to Groundwater: 3-6—"-.--.-- Standing Water in Hole: 48" -------...... Weeping from pit face: _48" Estimated Seasonal High Groundwater: 36" ....................................—-------- DEP APPROVED FORM-12/07195 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover.,MA On-site Review Deep Hole Number: 409-4 Date: 4/29/2009 Weather:--.60s-Sunnv.----------.-- Location(identify on site plan) ----------- Land Use Oi)en Field ------------- Slope(%) 0-5% Surface Stones. None Vegetation Landform ----_--------- .. ...------------- Position on landscape(sketch on back) Distances from: Open Water Body >50 feet Drainage way >50 feet Possible Wet Area >25 feet Property Line....>10.__--.- feet Drinking Water Well_>100-------- feet Other .............. DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-16" A Loamy Sand 10yr 3/2 16-30" B Loamy Sand 10yr 5/6 30-120" C Sandy Loam 2.5y 7/2 @ 48" MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic): Till Depth to Bedrock: >120" ____............... Depth to Groundwater: Standing Water in Hole: 70"_____._.._____..____...._ Weeping from pit face: 70" Estimated Seasonal High Groundwater: 48" ................ DEP APPROVED FORM-12/07/95 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover,MA On-site Review Deep Hole Number: 409-5 Date: 4/29/2009 Time: Weather: 60s Sunny Location(identify on site plan) ........ Land Use _Open Field Slope(%). 0-5% Surface Stones None Vegetation.....grass ...... Landfonn Position on landscape(sketch on back) Distances from: Open Water Body feet Drainage way feet Possible Wet Area >25--------------- feet Property Line >10 feet ---— Drinking Water Well >100 feet Other ...... DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-14" A Loamy Sand 10yr 3/2 14-17" B Loamy Sand I Oyr 5/8 17-96" Cl Sand 2.5y 6/4 @ 48'5 96-120" C2R Rotted Ledge MINIMUM OF 2 HOLES REQUIRED TT EVERY PROPOSED SAL AREA Parent Material(geologic): Till------------ Depth to Bedrock: 120",_._..._________.—___—.______ Depth to Groundwater: Standing Water in Hole: Weeping from pit face: 4.8" ____,__- Estimated Seasonal High Groundwater: 48" .................--.....------- -------------- ----------- DEP APPROVED FORM-12/07/95 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover. On-site Review Deep Hole Number:.__409-6 Date: 4/29/2009 Time: Weather: 60s Sunnv Location(identify on site ----- Land Use Oven Field Slope(%) 0-5% Surface Stones Vegetation_..gr ........ Landform .......... ------- Positiorion landscape(sketch on back) Distances from: Open Water Body_>50 feet Drainage way >50 feet Possible Wet Area >25___._._..-__.___ feet Property Line >10.._...__.___._-_ feet Drinking Water Well.->..1-00-..----- feet Other —---—-------------------- DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-12" A Loamy Sand 10yr 3/2 12-15" B Loamy Sand 10yr 5/8 15-108" Cl Loamy Sand 2.5y 6/4 @ 74" 108-120" C2R Rotted Ledge MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic): Till Depth to Bedrock: 120".__.._....________._._.._.__.__.._.__._....__._. Depth to Groundwater: 74'-'.-----. Standing Water in Hole: 115" Weeping from pit face: 115" ------------- Estimated Seasonal High Groundwater: 74" ---------..................... DEP APPROVED FORM-12/07195 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover,MA On-site Review Deep Hole Number: 409-7 Date: 4/29/2009 Time:.—.___.—_____._.._._- Weather: 60s Sunnv Location(identify on site plan) Land Use Oven Field Slope(%) 0-5% Surface Stones._None ........... Landform Position on landscape(sketch on back) Distances from: Open Water Body ?�50 feet Drainage way__>50......... feet Possible Wet Area >25 feet Property Line._>10 .__..__.............. Drinking Water Well >100 .--.--.. feet Other..... ------ DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-12" A Loamy Sand 10yr 3/2 12-48" B Loamy Sand 10yr 5/6 48-98" C1 Loamy Sand 2.5y 6/4 @ 60" 98-112" C2R Rotted Ledge MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic): Depth to Bedrock: 112".............. ......... Depth to Groundwater: Standing Water in Hole: 96 Weeping from pit face: -96" Estimated Seasonal High Groundwater: 60" --------- ---------- ------ DEP APPROVED FORM-12/07/95 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover,NIA On-site Review Deep Hole Numben. 409-8 Date: 4/29/2009 Time: Weather: 6 Location(identify on site Surface Stones Land Use Slope(0/) 0-5% Vegetation_grAqs--------------- Landform Position on landscape(sketch on back) Distances from: Open Water Body feet Drainage way feet Possible Wet Area feet Property Line feet Drinking Water Well >100 feet Other DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) 0-48" Fill Variable Soil Types 48-120" C Sandy Loam 2.5yr 6/4 No visible redox MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic): Till.....-------------..------ Depth to Bedrock: >120"_._.....-....-._._.____.—_.—..___—_ Depth to Groundwater: Standing Water in Hole: 36" Weeping from pit face: 36"-- Estimated Seasonal High Groundwater: 3-6.......... ...... .........---.................. DEP APPROVED FORM-12/07/95 FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. 1003 Osgood Street,North Andover MA On-site Review Deep Hole Number: 409-9 Date: _4/29/2q09_._______ Time:—__-__­.-­.­. Weather:---60s-Sunny Location(identify on site plan) ------- _-- !� Surface Stones None Land Use jq Stqp Vegetation. ............ Position on landscape(sketch on —------ Distances from: Open Water Body >50 feet Drainage way >50 feet Possible Wet Area feet Property Line—>10 feet Drinking Water Well--?]00_______ feet Other DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture Soil Color Soil Mottling Other Surface(Inches) (USDA) (Munsell) (Structure,Stones,Boulders, Consistency,%Gravel) - 0-54" Fill Variable Soil Types 54-120" C Sand 2.5y 7/1 No visible redox -----------___-m_jNlM0M OF 2 HOLES REQUIRED AT-EVERY PROPOSED: DISPOSAL AREA Parent Material(geologic): Till —----- Depth to Bedrock: Depth to Groundwater: 69"---.-- Standing Water in Hole: Weeping from pit face: .60" Estimated Seasonal High Groundwater: 60" —----- ................................. ...... DEP APPROVED FORM-12/07195 APPENDIX PRE DEVELOPMENT DRAINAGE CALCULATIONS 19 2, 10 & 100-YEAR STORM EVENTS F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--ReO.doc 1s Flows to Property Line Design Point #1 2s Flows to Roadway Design Point #2 Subcaf Reach Pon Link Drainage Diagram for 230207-Predrain--Rev2 Prepared by MHF Design Consultants, Inc., Printed 12/9/2010 HydroCAD®9.10 s/n 01710 @2010 HydroCAD Software Solutions LLC 230207-Predrain--Rev2 Prepared by Nff Design Consultants, Inc. Printed 12/9/2010 F HydroCAD&9 10 s/n 01710 02010 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 104,883 74 >75%Grass cover,Good,HSG C (I S,2S) 724 78 Wetlands (1 S) 11,330 98 Paved parking&roofs (1 S,2S) 116,937 76 TOTAL AREA 230207-P redrain--Rev2 Prepared by MHF Design Consultants, Inc. Printed 12/9/2010 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pafze 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 104,883 HSG C 1S,2S 0 HSG D 12,054 Other 1 S,2S 116,937 TOTAL AREA 230207-Predrain--Rev2 Type H124-hr ]-year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 12/9/2010 HydroCAD®9.10 s/n 01710 02010 H droCAD Software Solutions LLC Pam Time span=0.00-30.00 hrs, dt=0.05 hrs,601 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Flows to Property Line Design Runoff Area--I 15,327 sf 9.28%Impervious Runoff Depth=0.69" Flow Length=560' Tc=6.3 min CN=76 Runoff--1.92 cfs 6,675 cf Subcatchment 2S: Flows to Roadway Design Point#2 Runoff Area=1,610 sf 39.07%Impervious Runoff Depth=1.06" Flow Length=20' Slope=0.0100'/' Tc=5.0 min CN=83 Runoff—�0.05 cfs 142 cf Total Runoff Area=116,937 sf Runoff Volume=6,817 cf Average Runoff Depth=0.70" 90.31%Pervious=105,607 sf 9.69% Impervious=11,330 sf 230207-Predrain--Rev2 Type 11124-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 12/9/2010 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Flows to Property Line Design Point#1 Runoff = 1.92 cfs @ 12.11 hrs, Volume= 6,675 cf, Depth= 0.69" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 103,902 74 >75%Grass cover,Good,HSG C 10,701 98 Paved parking&roofs * 724 78 Wetlands 115,327 76 Weighted Average 104,626 90.72%Pervious Area 10,701 9.28%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.8 510 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.3 560 Total Summary for Subcatchment 2S: Flows to Roadway Design Point#2 [49] Hint:Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 12.08 hrs, Volume= 142 cf, Depth= 1.06" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 981 74 >75%Grass cover,Good,HSG C 629 98 Paved parking&roofs 1,610 83 Weighted Average 981 60.93%Pervious Area 629 39.07%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.2 10 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 2.3 20 Total, Increased to minimum Tc=5:0 min 230207-Predrain--Rev2 Type III 24-hr 2-year Rainfall=3.1 D" Prepared by MHF Design Consultants,Inc. Printed 12/9/2010 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 6 Time span=0.00-30.00 hrs,dt=0.05 hrs,601 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Flows to Property Line Design Runoff Area=115,327 sf 9.28%Impervious Runoff Depth=1.08 Flow Length=560' Tc=6.3 min CN=76 Runoff=3.15 cfs 10,408 cf Subcatchment 2S: Flows to Roadway Design Point#2 Runoff Area=1,610 sf 39.07%Impervious Runoff Depth=1.53" Flow Length=20' Slope=0.0100'/' Tc=5.0 min CN=83 Runoff=0.07 cfs 205 cf Total Runoff Area=116,937 sf Runoff Volume=10,613 cf Average Runoff Depth= 1.09" 90.31%Pervious=105,607 sf 9.69% Impervious=11,330 sf 230207-Predrain--Rev2 Type X 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Printed 12/9/2010 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Flows to Property Line Design Point#1 Runoff = 3.15 cfs @ 12.10 hrs, Volume= 10,408 cf, Depth= 1.08" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area(sf) CN Description 103,902 74 >75%Grass cover,Good,HSG C 10,701 98 Paved parking&roofs * 724 78 Wetlands 115,327 76 Weighted Average 104,626 90.72%Pervious Area 10,701 9.28%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.8 510 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.3 560 Total Summary for Subcatchment 2S: Flows to Roadway Design Point#2 [49]Hint:Tc<2dt may require smaller dt Runoff = 0.07 cfs @ 12.08 hrs, Volume= 205 cf, Depth= 1.53" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area(sf) CN Description 981 74 >75%Grass cover,Good,HSG C 629 98 Paved parking&roofs 1,610 83 Weighted Average 981 60.93%Pervious Area 629 39.07%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n--0.150 P2=3.10" 0.2 10 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 2.3 20 Total, Increased to minimum Tc=5.0 min 230207-Predrain--Rev2 Type III 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 12/9/2010 HydroCAD®9 10 s/n 01710 02010 HydroCAD Software Solutions LLC Page 8 Time span=0.00-30.00 hrs,dt=0.05 hrs,601 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment IS: Flows to Property Line Design Runoff Area=115,327 sf 9.28%Impervious Runoff Depth=2.13" Flow Length=560' Tc=6.3 min CN=76 Runoff=6.41 cfs 20,469 cf Subcatchment 2S: Flows to Roadway Design Point#2 Runoff Area=1,610 sf 39.07%Impervious Runoff Depth=2.73" Flow Length=20' Slope=0.01007' Tc=5.0 min CN=83 RunofF0.12 cfs 366 cf Total Runoff Area=116,937 sf Runoff Volume=20,834 cf Average Runoff Depth=2.14" 90.31%Pervious=105,607 sf 9.69% Impervious=11,330 sf 230207-Predrain--Rev2 Type 11124-hr 10 year Rainfall=4.50" Prepared by MTV Design Consultants, Inc. Printed 12/9/2010 HydroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: Flows to Property Line Design Point#1 Runoff = 6.41 cfs @ 12.10 hrs, Volume= 20,469 cf, Depth= 2.13" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 103,902 74 >75%Grass cover,Good,HSG C 10,701 98 Paved parking&roofs * 724 78 Wetlands 115,327 76 Weighted Average 104,626 90.72%Pervious Area 10,701 9.28%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.8 510 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kw 15.0 fps 6.3 560 Total Summary for Subcatchment 2S: Flows to Roadway Design Point#2 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.12 cfs @ 12.08 hrs, Volume= 366 cf, Depth= 2.73" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 981 74 >75%Grass cover, Good,HSG C 629 98 Paved parking&roofs 1,610 83 Weighted Average 981 60.93%Pervious Area 629 39.07%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.2 10 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 2.3 20 Total, Increased to minimum Tc=5.0 min 230207-Predrain--Rev2 Type III 24-hr 100 year Rainfall=6 40" Prepared by N11 f Design Consultants,Inc. Printed 12/9/2010 HydroCAD®9 10 On 01710 ©2010 HydroCAD Software Solutions LLC Page 10 Time span=0.00-30.00 hrs,dt=0.05 hrs,601 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subeatchment 1S: Flows to Property Line Design Runoff Area=115,327 sf 9.28%Impervious Runoff Depth=3.73" Flow Length=560' Tc=6.3 min CN=76 Runoff--11.25 cfs 35,825 cf Subcatchment 2S: Flows to Roadway Design Point#2 Runoff Area=1,610 sf 39.07%Impervious Runoff Depth=4.46" Flow Length=20' Slope=0.0100'/' Tc=5.0 min CN=83 Runoff=0.19 cfs 599 cf Total Runoff Area=116,937 sf Runoff Volume=36,424 cf Average Runoff Depth=3.74" 90.31%Pervious=105,607 sf 9.69%Impervious=11,330 sf 230207-Predrain--Rev2 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Printed 12/9/2010 Tel droCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page I I Summary for Subcatchment 1S: Flows to Property Line Design Point#1 Runoff = 11.25 cfs @ 12.10 hrs, Volume= 35,825 cf, Depth= 3.73" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area(sf) CN Description 103,902 74 >75%Grass cover,Good,HSG C 10,701 98 Paved parking&roofs * 724 78 Wetlands 115,327 76 Weighted Average 104,626 90.72%Pervious Area 10,701 9.28%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.8 510 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.3 560 Total Summary for Subcatchment 2S: Flows to Roadway Design Point#2 [49]Hint:Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.07 hrs, Volume= 599 cf, Depth= 4.46" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area(sf) CN Description 981 74 >75%Grass cover, Good,HSG C 629 98 Paved parking&roofs 1,610 83 Weighted Average 981 60.93%Pervious Area 629 39.07%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.2 10 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 2.3 20 Total, Increased to minimum Tc=5.0 min APPENDIX C POST DEVELOPMENT DRAINAGE CALCULATIONS 19 2, 10 & 100-YEAR STORM EVENTS F:\Projects\Eng\230207\Drainage\1-17-11\230207-Drainage Report--Rev3.doc 1R 13S 2R /� 10 / Ce, 8S DMH2 CB; DMH1, 4S 3S 4P; D sTC2 3P 1S' 2S . CBz c CB v 2P 14S Su< heat) Reach Pnn I ink Drainage Diagram for 230207-Postd rain--Rev3 230207-Postdrain--Rev3 Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HvdroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 2 Area Listing(all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 82,802 74 >75%Grass cover,Good,HSG C (I S,2S,3S,4S, 8S, 135, 14S) 724 78 Wetlands (13S) 7,505 98 Paved parking&roofs (5S,6S,7S) 24,891 98 Paved parking,HSG C (1S,2S,3S,4S) 115,922 81 TOTAL AREA 230207-Postdrain--Rev3 Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD 89 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paize 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 107,693 HSG C 1S,2S,3S,4S, 8S, 13S, 14S 0 HSG D 8,229 Other 5S,6S,7S, 13S 115,922 TOTAL AREA 230207-Postdrain--Rev3 Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pate 4 Pipe Listing(all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) I 1P 133.50 133.04 92.0 0.0050 0.012 12.0 0.0 0.0 2 2P 134.00 133.04 112.0 0.0086 0.012 12.0 0.0 0.0 3 3P 125.25 124.75 25.0 0.0200 0.012 12.0 0.0 0.0 4 4P 124.90 124.75 30.0 0.0050 0.012 12.0 0.0 0.0 5 DMHI 125.35 124.65 67.0 0.0104 0.012 15.0 0.0 0.0 6 DMH2 124.55 124.00 18.0 0.0306 0.012 15.0 0.0 0.0 7 IS-1 132.50 125.45 146.0 0.0483 0.012 12.0 0.0 0.0 8 IS-2 124.75 124.65 10.0 0.0100 0.012 12.0 0.0 0.0 9 STC1 132.79 132.50 8.0 0.0362 0.012 12.0 0.0 0.0 10 STC2 124.50 124.40 3.0 0.0333 0.012 12.0 0.0 0.0 230207-Postdrain--ReO Type III 24-hr 1 year Rainfall=2.50" Prepared by N HF Design Consultants,Inc. Printed 1/20/2011 HyoCAD®9.10 s/n 01710 02010 HydroCAD Software Solutions LLC Pave 5 Time span=0.00-30.00 hrs,dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: RUNOFF TO CBl Runoff Area=8,586 sf 83.86%Impervious RunoffDepth=1.87" Tc=5.0 min CN=94 Runoff--0.44 cfs 1,338 cf Subcatchment 2S: RUNOFF TO CB2 Runoff Area=5,420 sf 78.52%Impervious Runoff Depth=1.78" Tc=5.0 min CN=93 Runoff--0.26 cfs 804 cf Subcatchment 3S: RUNOFF TO CB3 Runoff Area=9,993 sf 86.01%Impervious Runoff Depth=1.96" Tc=5.0 min CN=95 Runoff--0.53 cfs 1,635 of Subcatchment 4S: RUNOFF TO CB4 Runoff Area=6,751 sf 71.69%Impervious Runoff Depth=1.61" Tc=5.0 min CN=91 Runoff0.30 cfs 906 cf Subcatchment 5S: Front Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=2.27" Tc=0.0 min CN=98 Runoff=0.18 cfs 518 cf Subcatchment 6S: Roof Runoff from Barn Runoff Area=2,025 sf 100.00%Impervious Runoff Depth=2.27" Tc=0.0 min CN=98 Runoff=0.14 cfs 383 cf Subcatchment 7S: Back Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=2.27" Tc=0.0 min CN=98 Runoff--0.18 cfs 518 cf Subcatchment 8S: RUNOFF TO BIO-RETENTION Runoff Area=2,400 sf 0.00%Impervious Runoff Depth=0.61" Flow Length=20' Slope=0.3300'/' Tc=5.0 min CN=74 Runoff--0.04 cfs 122 cf Subcatchment 13S: Flows to Design Point Runoff Area=72,999 sf 0.00%Impervious Runoff Depth=0.61" Flow Length=565' Tc=6.4 min CN=74 Runoff=1.03 cfs 3,700 cf Subcatchment 14S: Flows to Roadway Design Point#2 Runoff Area=2,268 sf 0.00%Impervious Runoff Depth=0.61" Flow Length=l0' Slope=0.0100'/' Tc=5.0 min CN=74 Runoff--0.03 cfs 115 cf Reach 1R: Property Line Design Point#1 Inflow=1.03 cfs 5,808 cf Outflow--1.03 cfs 5,808 cf Reach 2R: SITE FLOWS TO DESIGN POINT Avg.Flow Depth=0.03' Max Vet=0.83 fps Inflow=0.23 cfs 2,108 cf n=0.030 L=155.0' S=0.0348'/' Capacity--36.00 cfs Outflow=0.23 cfs 2,108 cf Pond 1P: PROP CBI Peak Elev=133.87' Inflow=0.44 cfs 1,338 cf 12.0" Round Culvert n=0.012 L=92.0' S=0.00507' Outflow=0.44 cfs 1,338 cf Pond 2P: PROP CB2 Peak Elev=134.25' Inflow=0.26 cfs 804 cf 12.0" Round Culvert n=0.012 L=112.0' S=0.0086'/' Outflow=0.26 cfs 804 cf Pond 3P: PROP CB3 Peak Elev=125.61' Inflow=0.53 cfs 1,635 cf 12.0" Round Culvert n=0.012 L=25.0' S=0.0200'/' Outflow=0.53 cfs 1,635 cf Pond 4P: PROP CB4 Peak Elev=125.22' Inflow=0.30 cfs 906 cf 12.0" Round Culvert n=0.012 L=30.0' S=0.0050'/' Outflow--0.30 cfs 906 cf Pond BIO: PROP BIORETENTION BASIN Peak Elev=125.05' Storage=619 cf Inflow=0.42 cfs 2,823 cf Discarded=0.00 cfs 183 cf Primary=0.23 cfs 2,108 cf Outflow=0.24 cfs 2,291 cf 230207-Postdrain--Rev3 Type 11124-hr ]-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pafze 6 Pond DMH1: PROP DMH#1 Peak Elev=125.58' Inflow=0.20 cfs 1,389 cf 15.0" Round Culvert n=0.012 L=67.0' 5=0.0104'/' outflow--0.20 cfs 1,389 cf Pond DMH2: PROP DMH#2 Peak Elev=125.07' Inflow=0.41 cfs 2,701 cf 15.0" Round Culvert n=0.012 L=18.0' S=0.0306'/' Outflow=0.41 cfs 2,701 cf Pond IS-1: Infiltration System#1 (Front) Peak Elev=132.88' Storage=1,425 cf Inflow=0.90 cfs 3,043 cf Discarded=0.01 cfs 857 cf Primary=0.20 cfs 1,389 cf Outflow=0.21 cfs 2,247 cf Pond IS-2: Infiltration System#2 (Back) Peak Elev=125.07' Storage=1,579 cf Inflow=0.94 cfs 3,059 cf Discarded=0.01 cfs 685 cf Primary=0.22 cfs 1,312 cf Outflow=0.23 cfs 1,997 cf Pond SM: PROP STORMCEPTOR#1 Peak Elev=133.21' Inflow=0.70 cfs 2,141 cf 12.0" Round Culvert n=0.012 L=8.0' S=0.0362'/' Outflow=0.70 cfs 2,141 cf Pond STC2: PROP STORMCEPTOR#2 Peak Elev=125.08' Inflow=0.83 cfs 2,541 cf 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 '/' Outflow=0.83 cfs 2,541 cf Total Runoff Area=115,922 sf Runoff Volume=10,039 cf Average Runoff Depth= 1.04" 72.05%Pervious=83,526 sf 27.95%Impervious=32,396 sf 230207-Postdrain--Rev3 Type H124-hr ]-year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H droCAD®9.10 s/n 01710 ©2010 H droCAD Software Solutions LLC Pa 2e 7 Summary for Subcatchment 1S: RUNOFF TO CBI Runoff = 0.44 cfs @ 12.07 hrs, Volume= 1,338 cf, Depth= 1.87" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Areas CN Description 1,386 74 >75%Grass cover,Good,HSG C 712-0-0- 98 Paved parking, HSG C 8,586 94 Weighted Average 1,386 16.14%Pervious Area 7,200 83.86%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2S: RUNOFF TO CB2 Runoff = 0.26 cfs @ 12.07 hrs, Volume= 804 cf, Depth= 1.78" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Areas CN Description 1,164 74 >75%Grass cover,Good,HSG C 4,256 98 Paved parking,HSG C 5,420 93 Weighted Average 1,164 21.48%Pervious Area 4,256 78.52%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 3S: RUNOFF TO CB3 Runoff = 0.53 cfs @ 12.07 hrs, Volume= 1,635 cf, Depth= 1.96" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Area LsD CN Descri tion 1,398 74 >75%Grass cover,Good,HSG C 8 595 98 Paved parking,HSG C 9,993 95 Weighted Average 1,398 13.99%Pervious Area 8,595 86.01%Impervious Area 230207-Postdrain--Rev3 Type X 24-hr 1 year Rainfall=2.50" Printed 1/20/2011 Prepared by NII IF Design Consultants, Inc. Page 8 H droCAD®9.10 s/n 01710 ©20 I O H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment 4S: RUNOFF TO CB4 Runoff = 0.30 cfs @ 12.07 hrs, Volume= 906 cf, Depth= 1.61" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-30.00 hrs,dt--0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Areas CN Description 1,911 74 >75%Grass cover,Good,HSG C 840 98 Paved p arkin HSG C 6,751 91 Weighted Average 1,911 28.3 1%Pervious Area 4,840 71.69%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment 5S: Front Roof Runoff for Retail Building [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.18 cfs @ 12.00 hrs, Volume= 518 cf, Depth= 2.27" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt--0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Areas CN Description 2 740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 0.0 Summary for Subcatchment 6S: Roof Runoff from Barn [46]Hint:Tc--0(Instant runoff peak depends on dt) Runoff = 0.14 cfs @ 12.00 hrs, Volume= 383 cf, Depth= 2.27" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Areas CN Descri tion 2 025 98 Paved arkin &roofs 2,025 100.00%Impervious Area 230207-Postdrain--Rev3 Type 11124-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 02010 HydroCAD Software Solutions LLC Paae 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 7S: Back Roof Runoff for Retail Building [46] Hint:Tc--0(Instant runoff peak depends on dt) Runoff = 0.18 cfs @ 12.00 hrs, Volume= 518 cf, Depth= 2.27" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 2,740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 8S: RUNOFF TO BIO-RETENTION AREA Runoff = 0.04 cfs @ 12.09 hrs, Volume= 122 cf, Depth= 0.61" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 2,400 74 >75%Grass cover, Good, HSG C 2,400 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 10 0.3300 0.32 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.0 10 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 20 Total, Increased to minimum Tc=5.0 min Summary for Subcatchment 135: Flows to Design Point Runoff = 1.03 cfs @ 12.11 hrs, Volume= 3,700 cf, Depth= 0.61" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" 0 230207-Postdrain--Rev3 Type 11124-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCADO 9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paae 10 Area(sf) CN Description 72,275 74 >75%Grass cover,Good,HSG C * 724 78 Wetlands 72,999 74 Weighted Average 72,999 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n=0.150 P2=3.10" 2.9 515 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.4 565 Total Summary for Subcatchment 14S: Flows to Roadway Design Point#2 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 115 cf, Depth= 0.61" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 2,268 74 >75%Grass cover, Good HSG C 2,268 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.1 10 Total, Increased to minimum Tc=5.0 min - Summary for Reach 1R: Property Line Design Point#1 [40] Hint:Not Described(Outflow=Inflow) Inflow Area= 1 13,654 sf, 28.50%Impervious, Inflow Depth= 0.61" for 1-year event Inflow = 1.03 cfs @ 12.11 hrs, Volume= 5,808 cf Outflow = 1.03 cfs @ 12.11 hrs, Volume= 5,808 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Summary for Reach 2R: SITE FLOWS TO DESIGN POINT Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 0.62" for 1-year event Inflow = 0.23 cfs @ 12.91 hrs, Volume= 2,108 cf Outflow = 0.23 cfs @ 12.95 hrs, Volume= 2,108 cf, Atten=0%, Lag=2.4 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Max. Velocity=0.83 fps, Min.Travel Time=3.1 min Avg. Velocity=0.40 fps, Avg.Travel Time=6.5 min 230207-Postdrain--Rev3 Type HI 24-hr ]-year Rainfall=2.50" Prepared by N4HF Design Consultants, Inc. Printed 1/20/2011 H droCADO 9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 11 Peak Storage=44 cf @ 12.95 hrs Average Depth at Peak Storage=0.03' Bank-Full Depth=0.50', Capacity at Bank-Full=36.00 cfs 10.00' x 0.50' deep channel, n=0.030 Earth, grassed&winding Side Slope Z-value= 10.0'/' Top Width=20.00' Length= 155.0' Slope=0.0348'P Inlet Invert= 124.50', Outlet Invert= 119.10' Summary for Pond 1P: PROP CBl Inflow Area= 8,586 sf, 83.86%Impervious, Inflow Depth= 1.87" for 1-year event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 1,338 cf Outflow = 0.44 cfs @ 12.07 hrs, Volume= 1,338 cf, Atten=0%, Lag=0.0 min Primary = 0.44 cfs @ 12.07 hrs, Volume= 1,338 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 133.87' @ 12.07 hrs Flood Elev= 136.00' Device Routing Invert Outlet Devices #1 Primary 133.50' 12.0" Round Culvert L=92.0' CPP,square edge headwall, Ke=0.500 Inlet/outlet Invert= 133.50'/133.04' S=0.0050'/' Cc--0.900 n--0.012 rimary Outflow Max--0.44 cfs @ 12.07 hrs HW=133.87' TW=133.21' (Dynamic Tailwater) 1 Culvert (Barrel Controls 0.44 cfs @ 2.45 fps) Summary for Pond 2P: PROP CB2 Inflow Area= 5,420 sf, 78.52%Impervious, Inflow Depth= 1.78" for 1-year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 804 cf Outflow = 0.26 cfs @ 12.07 hrs, Volume= 804 cf, Atten=0%, Lag=0.0 min Primary = 0.26 cfs @ 12.07 hrs, Volume= 804 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 134.25'@ 12.07 hrs Flood Elev= 137.50' Device Routing Invert Outlet Devices #1 Primary 134.00' 12.0" Round Culvert L= 112.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 134.00'/ 133.04' S=0.0086'/' Cc=0.900 n--0.012 t�rimary Outflow Max--0.26 cfs @ 12.07 hrs HW=134.25' TW=133.21' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.26 cfs @ 2.57 fps) 230207-Postdrain--Rev3 Type I1124-hr ]-year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCADV 9.10 s/n 01710 02010 H droCAD Software Solutions LLC Paae 12 Summary for Pond 3P: PROP CB3 Inflow Area= 9,993 sf, 86.01%Impervious, Inflow Depth= 1.96" for 1-year event Inflow = 0.53 cfs @ 12.07 hrs, Volume= 1,635 cf Outflow = 0.53 cfs @ 12.07 hrs, Volume= 1,635 cf, Atten=0%, Lag=0.0 min Primary = 0.53 cfs @ 12.07 hrs, Volume= 1,635 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.61' @ 12.07 hrs Flood Elev= 128.50' Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L=25.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 125.25'/124.75' S=0.0200'/' Cc=0.900 n=0.012 rimary OutFlow Max=0.53 cfs @ 12.07 hrs HW=125.61' TW=125.01' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.53 cfs @ 2.05 fps) Summary for Pond 4P: PROP CB4 Inflow Area= 6,751 sf, 71.69%Impervious, Inflow Depth= 1.61" for 1-year event Inflow = 0.30 cfs @ 12.07 hrs, Volume= 906 cf Outflow = 0.30 cfs @ 12.07 hrs, Volume- 906 cf, Atten=0%, Lag=0.0 min Primary = 0.30 cfs @ 12.07 hrs, Volume= 906 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev=125.22'@ 12.08 hrs Flood Elev= 127.40' Device Routing Invert Outlet Devices #1 Primary 124.90' 12.0" Round Culvert L=30.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.90'/ 124.75' S=0.0050'/' Cc=0.900 n--0.012 Primary OutFlow Max­-0.30 cfs @ 12.07 hrs HW=125.22' TW=125.01' (Dynamic Tailwater) 1--1=Culvert (Outlet Controls 0.30 cfs @ 2.07 fps) Summary for Pond BIO: PROP BIORETENTION BASIN [80] Warning:Exceeded Pond DM1H2 by 0.47' @ 22.19 hrs(0.79 cfs 6,434 cf) Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 0.83" for 1-year event Inflow = 0.42 cfs @ 12.43 hrs, Volume= 2,823 cf Outflow = 0.24 cfs @ 12.91 hrs, Volume= 2,291 cf, Atten=44%, Lag=29.2 min Discarded = 0.00 cfs @ 12.91 hrs, Volume= 183 cf Primary = 0.23 cfs @ 12.91 hrs, Volume= 2,108 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.05' @ 12.91 hrs Surf.Area=743 sf Storage=619 cf Flood Elev= 126.00' Surf.Area= 1,225 sf Storage= 1,548 cf Plug-Flow detention time= 147.7 min calculated for 2,290 cf(81%of inflow) Center-of-Mass det.time=62.8 min(970.4-907.7) 230207-Postdrain--Rev3 Type III 24-hr ]-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 13 Volume Invert Avail.Storage Storage Description #1 123.50' 1,548 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 123.50 0 0.0 0 0 0 124.00 352 127.0 59 59 1,284 126.00 1,225 164.0 1,489 1,548 2,189 Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 125.00' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe£ (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 L iscarded OutFlow Max--0.00 cfs @ 12.91 hrs HW=125.05' (Free Discharge) 1=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.23 cfs @ 12.91 hrs HW=125.05' TW=124.53' (Dynamic Tailwater) L2=Broad-Crested Rectangular Weir (Weir Controls 0.23 cfs @ 0.51 fps) Summary for Pond DNM1: PROP DMH #1 Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 0.89" for 1-year event Inflow = 0.20 cfs @ 12.46 hrs, Volume= 1,389 cf Outflow = 0.20 cfs @ 12.46 hrs, Volume= 1,389 cf, Atten=0%, Lag=0.0 min Primary = 0.20 cfs @ 12.46 hrs, Volume= 1,389 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.58'@ 12.46 hrs Flood Elev= 127.90' Device Routing Invert Outlet Devices #1 Primary 125.35' 15.0" Round Culvert L=67.0' CPP,projecting, no headwall, Ke=0.900 Inlet/Outlet Invert= 125.35'/ 124.65' S=0.0104'/' Cc=0.900 n--0.012 rimary OutFlow Max=0.20 cfs @12.46 hrs HW=125.58' TW=124.91' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.20 cfs @ 1.28 fps) Summary for Pond DM142: PROP DMH#2 [80] Warning:Exceeded Pond IS-2 by 0.24'@ 29.47 hrs(0.12 cfs 3,709 cf) Inflow Area= 38,255 sf, 84.68%Impervious, Inflow Depth= 0.85" for 1-year event Inflow = 0.41 cfs @ 12.43 hrs, Volume= 2,701 cf Outflow = 0.41 cfs @ 12.43 hrs, Volume= 2,701 cf, Atten=0%, Lag=0.0 min Primary = 0.41 cfs @ 12.43 hrs, Volume= 2,701 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs 230207-Postdrain--Rev3 Type III24-hr 1 year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCADO 9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 14 Peak Elev= 125.07' @ 12.80 hrs Flood Elev= 128.80' Device Routing Invert Outlet Devices #1 Primary 124.55' 15.0" Round Culvert L= 18.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 124.55'/ 124.00' S=0.0306'/' Cc=0.900 n=0.012 Primary OutFlow Max--0.38 cfs @ 12.43 hrs HW=124.89' TW=124.69' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.38 cfs @ 2.15 fps) Summary for Pond IS-1: Infiltration System#1 (Front) Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 1.95" for 1-year event Inflow = 0.90 cfs @ 12.06 hrs, Volume= 3,043 cf Outflow = 0.21 cfs @ 12.46 hrs, Volume= 2,247 cf, Atten=77%, Lag=24.2 min Discarded = 0.01 cfs @ 12.46 hrs, Volume= 857 cf Primary = 0.20 cfs @ 12.46 hrs, Volume= 1,389 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev=132.88'@ 12.46 hrs Surf.Area--2,496 sf Storage= 1,425 cf Flood Elev= 134.00' Surf.Area=2,470 sf Storage=3,173 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time= 147.3 min(932.1 -784.8) Volume Invert Avail Storage Storage Description #IA 131.50' 2,069 cf 19.921W x 124.00'L x 2.75'H Field A 6,794 cf Overall- 1,622 cf Embedded=5,172 cf x 40.0%Voids #2A 132.50' 1,296 cf ADS N-12 18 x 36 Inside#1 Inside= 18.2"W x 18.2"H=> 1.80 sf x 20.00'L=36.0 cf Outside=21.0"W x 21.0"H=>2.23 sf x 20.00'L=44.5 cf #3 132.50' 19 cf 18.0" D x l.l'L Pipe Storage x 10 Inside#1 #4 132.50' 35 cf 18.011 D x 20.0'L Pipe Storage 3,419 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 131.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 132.50' 12.0" Round Culvert L= 146.0' Ke=0.500 Inlet/Outlet Invert=132.50'/ 125.45' S=0.0483 '/' Cc=0.900 n--0.012 #3 Device 2 132.50' 4.0" Vert. Orifice/Grate C=0.600 #4 Device 2 133.25' 6.0" Vert. Orifice/Grate C=0.600 #5 Device 2 133.90' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max--0.01 cfs @ 12.46 hrs HW=132.88' (Free Discharge) L1=Exflltration (Controls 0.01 cfs) t ry OutFlow Max=0.20 cfs @ 12.46 hrs HW=132.88' TW=125.58' (Dynamic Tailwater) t=Culvert (Passes 0.20 cfs of 0.58 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.20 cfs @ 2.24 fps) 4=0rif"ice/Grate (Controls 0.00 cfs) =0rifirP/GrntP (Control-, 0 00 rfcl 230207-Postdrain--Rev3 Type III24-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 02010 HydroCAD Software Solutions LLC Page 15 Summary for Pond IS-2: Infiltration System#2 (Back) [87] Warning: Oscillations may require Finer Routing or smaller dt [80] Warning:Exceeded Pond STC2 by 0.31'@ 24.29 hrs(0.37 cfs 1,700 cf) Inflow Area= 19,484 sf, 83.02%Impervious, Inflow Depth= 1.88" for 1-year event Inflow = 0.94 cfs @ 12.06 hrs, Volume= 3,059 cf Outflow = 0.23 cfs @ 22.08 hrs, Volume= 1,997 cf, Atten=76%, Lag=600.9 min Discarded = 0.01 cfs @ 12.96 hrs, Volume= 685 cf Primary = 0.22 cfs @ 22.08 hrs, Volume= 1,312 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.07'@ 12.96 hrs Surf.Area= 1,971 sf Storage= 1,579 cf Flood Elev= 126.00' Surf.Area= 1,951 sf Storage=2,756 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=217.4 min( 1,006.9-789.5 ) Volume Invert Avail.Storage Storage Description #lA 123.50' 1,439 cf 30.48'W x 64.00'L x 2.83'H Field A 5,528 cf Overall- 1,931 cf Embedded=3,597 cf x 40.0%Voids #2A 124.00' 1,488 cf ADS N-12 24 x24 Inside#1 Inside=23.8"W x 23.8"H=>3.10 sf x 20.001=62.0 cf Outside=28.0"W x 28.0"H=>3.92 sf x 20.00'L=78.4 cf #3 124.00' 48 cf 24.0"D x l.l'L Pipe Storage x 14 Inside#1 #4 124.00' 31 cf 24.0"D x 10.0'L Pipe Storage 3,007 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 124.75' 12.0" Round Culvert L= 10.0' Ke=0.500 Inlet/Outlet Invert= 124.75'/124.65' S=0.0100 'f Cc--0.900 n--0.012 #3 Device 2 124.75' 10.0" Vert. Orifice/Grate C=0.600 #4 Device 2 125.80' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads M iscard ed OutFlow Max=0.01 cfs @ 12.96 hrs HW=125.07' (Free Discharge) Exfiltration (Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 22.08 hrs HW=125.00' TW=125.03' (Dynamic Tailwater) L2=Culvert (Controls 0.00 cfs) 1:3=Orifice/Grate (Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SM: PROP STORMCEPTOR#1 Inflow Area= 14,006 sf, 81.79%Impervious, Inflow Depth= 1.83" for 1-year event Inflow = 0.70 cfs @ 12.07 hrs, Volume= 2,141 cf Outflow = 0.70 cfs @ 12.07 hrs, Volume= 2,141 cf, Atten=0%, Lag=0.0 min Primary = 0.70 cfs @ 12.07 hrs, Volume= 2,141 cf 230207-Postdrain--Rev3 Type H124-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HvdroCADO 9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 16 Peak Elev= 133.21' @ 12.07 hrs Flood Elev= 140.00' Device Routing Invert Outlet Devices #I Primary 132.79' 12.0" Round Culvert L=8.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 132.79'/132.50' S=0.0362'/' Cc=0.900 n--0.012 rimary OutFlow Max=0.70 cfs @ 12.07 hrs HW=133.21' TW=132.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.70 cfs @ 2.21 fps) Summary for Pond STC2: PROP STORMCEPTOR#2 Inflow Area= 16,744 sf, 80.24%Impervious, Inflow Depth= 1.82" for 1-year event Inflow = 0.83 cfs @ 12.07 hrs, Volume= 2,541 cf Outflow = 0.83 cfs @ 12.07 hrs, Volume= 2,541 cf, Atten=0%, Lag=0.0 min Primary = 0.83 cfs @ 12.07 hrs, Volume= 2,541 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.08'@ 12.96 hrs Flood Elev= 128.00' Device Routing Invert Outlet Devices #1 Primary 124.50' 12.0" Round Culvert L=3.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.50'/124.40' S=0.0333 '/' Cc=0.900 n=0.012 rimary OutFlow Max--0.83 cfs @ 12.07 hrs HW=125.01' TW=124.67' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.83 cfs @ 3.02 fps) 230207-Postdrain--ReO Type HI 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCADO 9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paize 17 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: RUNOFF TO CB1 Runoff Area=8,586 sf 83.86%Impervious Runoff Depth=2.45" Tc=5.0 min CN=94 Runoff--0.56 cfs 1,751 cf Subcatchment 2S: RUNOFF TO CB2 Runoff Area=5,420 sf 78.52%Impervious Runoff Depth=2.35" Tc=5.0 min CN=93 Runoff--0.34 cfs 1,061 cf Subcatchment 3S: RUNOFF TO CB3 Runoff Area=9,993 sf 86.01%Impervious Runoff Depth=2.55" Tc=5.0 min CN=95 Runoff=0.67 cfs 2,121 cf Subcatchment 4S: RUNOFF TO CB4 Runoff Area=6,751 sf 71.69%Impervious Runoff Depth=2.16" Tc=5.0 min CN=91 Runoff--0.40 cfs 1,218 cf Subcatchment 5S: Front Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=2.87" Tc=0.0 min CN=98 Runoff--0.23 cfs 655 cf Subcatchment 6S: Roof Runoff from Barn Runoff Area=2,025 sf 100.00%Impervious Runoff Depth=2.87" Tc=0.0 min CN=98 Runoff=0.17 cfs 484 cf Subcatchment 7S: Back Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=2.87" Tc=0.0 min CN=98 Runoff=0.23 cfs 655 cf Subcatchment 8S: RUNOFF TO BIO-RETENTION Runoff Area=2,400 sf 0.00%Impervious Runoff Depth=0.97" Flow Length=20' Slope=0.3300'/' Tc=5.0 min CN=74 Runoff--0.06 cfs 194 cf Subcatchment 13S: Flows to Design Point Runoff Area=72,999 sf 0.00%Impervious Runoff Depth=0.97" Flow Length=565' Tc=6.4 min CN=74 Runoff--1.77 cfs 5,915 cf Subcatchment 14S: Flows to Roadway Design Point#2 Runoff Area=2,268 sf 0.00%Impervious Runoff Depth=0.97" Flow Length=10' Slope=0.0100'/' Tc=5.0 min CN=74 Runoff--0.06 cfs 184 cf Reach 1R: Property Line Design Point#1 Inflow=1.77 cfs 9,778 cf Outflow--1,77 cfs 9,778 cf Reach 2R: SITE FLOWS TO DESIGN POINT Avg.Flow Depth=0.05' Max Vet=1.19 fps Inflow=0.61 cfs 3,863 cf n=0.030 L=155.0' S=0.0348'/' Capacity=36.00 cfs Outflow=0.60 cfs 3,863 cf Pond 1P: PROP CB1 Peak Elev=133.92' Inflow=0.56 cfs 1,751 cf 12.0" Round Culvert n=0.012 L=92.0' S=0.0050'/' Outflow--0.56 cfs 1,751 cf Pond 2P: PROP CB2 Peak Elev=134.29' Inflow=0.34 cfs 1,061 cf 12.0" Round Culvert n=0.012 L=112.0' S=0.0086'/' Outflow=0.34 cfs 1,061 cf Pond 3P: PROP CB3 Peak Elev=125.66' Inflow--0.67 cfs 2,121 cf 12.0" Round Culvert n=0.012 L=25.0' S=0.0200'/' Outflow--0.67 cfs 2,121 cf Pond 4P: PROP CB4 Peak Elev=125.31' Inflow=0.40 cfs 1,218 cf 12.0" Round Culvert n=0.012 L=30.0' S=0.0050'/' Outflow=0.40 cfs 1,218 cf Pond BIO: PROP BIORETENTION BASIN Peak Elev=125.09' Storage=649 cf Inflow=0.77 cfs 4,585 cf Discarded=0.00 cfs 186 cf Primary=0.61 cfs 3,863 cf Outflow=0.61 cfs 4,049 cf 230207-Postdrain--ReO Type M24-hr 2-year Rainfall=3.10" Prepared by MIIF Design Consultants, Inc. Printed 1/20/2011 HydroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 18 Pond DMH1: PROP DMH#1 Peak Elev=125.63' Inflow=0.29 cfs 2,253 cf 15.0" Round Culvert n=0.012 L=67.0' S=0.0104'/' Outflow--0.29 cfs 2,253 cf Pond DMH2: PROP DMH#2 Peak Elev=125.16' Inflow=0.74 cfs 4,390 cf 15.0" Round Culvert n=0.012 L=18.0' S=0.0306'/' Outflow=0.74 cfs 4,390 cf Pond IS-1: Infiltration System#1 (Front) Peak Elev=133.13' Storage=1,802 cf Inflow=1.16 cfs 3,951 cf Discarded=0.01 cfs 891 cf Primary=0.29 cfs 2,253 cf Outflow=0.30 cfs 3,144 cf Pond IS-2: Infiltration System#2 (Back) Peak Elev=125.21' Storage=1,763 cf Inflow=1.21 cfs 3,994 cf Discarded=0.01 cfs 711 cf Primary=0.47 cfs 2,137 cf Outflow--0.48 cfs 2,848 cf Pond SM:PROP STORMCEPTOR#1 Peak Elev=133.28' Inflow--0.91 cfs 2,812 cf 12.0" Round Culvert n=0.012 L=8.0' S=0.0362'/' Outflow=0.91 cfs 2,812 cf Pond STC2: PROP STORMCEPTOR 42 Peak Elev=125.22' Inflow=1.07 cfs 3,339 cf 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 '/' Outflow=1.07 cfs 3,339 cf Total Runoff Area=115,922 sf Runoff Volume=14,237 cf Average Runoff Depth=1.47" 72.05%Pervious=83,526 sf 27.95%Impervious=32,396 sf 230207-Postdrain--Rev3 Type III 24-hr 2-year Rainfall=3.10" Prepared by MHF Printed 1/20/2011 Design Consultants, Inc. Page 19 H ydroCAD®9 10 s/n 01710 02010 HyoCAD Software Solutions LLC Summary for Subcatchment 1S: RUNOFF TO CB1 Runoff = 0.56 cfs @ 12.07 hrs, Volume= 1,751 cf, Depth= 2.45" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 1,386 74 >75%Grass cover,Good,HSG C 7200 98 Paved p dng,HSG C 8,586 94 Weighted Average 1,386 16.14%Pervious Area 7,200 83.86%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment 2S: RUNOFF TO CB2 Runoff = 0.34 cfs @ 12.07 hrs, Volume= 1,061 cf, Depth= 2.35" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 1,164 74 >75%Grass cover,Good,HSG C 4256 98 Paved parking,HSG C 5,420 93 Weighted Average 1,164 21.48%Pervious Area 4,256 78.52%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Summary for Subcatchment 3S: RUNOFF TO CB3 Runoff = 0.67 cfs @ 12.07 hrs, Volume= 2,121 cf, Depth= 2.55" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 1,398 74 >75%Grass cover,Good,HSG C 8,595 98 Paved parking HSG C 9,993 95 Weighted Average 1,398 13.99%Pervious Area 8,595 86.01%Impervious Area 230207-Postdrain--Rev3 Type III 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H droCAD®9.10 s/n 01710 02010 H d*CAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Summary for Subcatchment 4S: RUNOFF TO CB4 Runoff = 0.40 cfs @ 12.07 hrs, Volume= 1,218 cf, Depth= 2.16" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt--0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 1,911 74 >75%Grass cover, Good,HSG C 840 98 Paved parking,HSG C 6,751 91 Weighted Average 1,911 28.3 1%Pervious Area 4,840 71.69%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Summary for Subcatchment 5S: Front Roof Runoff for Retail Building [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.23 cfs @ 12.00 hrs, Volume= 655 cf, Depth= 2.87" Runoff by SCS TR-20 method,UH=SCS,Time Span—0.00-30.00 hrs,dt--0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 2 740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.0 Direct Entry, Summary for Subcatchment 6S: Roof Runoff from Barn [46]Hint: Tc=O(Instant runoff peak depends on dt) Runoff = 0.17 cfs @ 12.00 hrs, Volume= 484 cf, Depth= 2.87" Runoff by SCS TR-20 method,UH=SCS,Time Span 0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 2,025 98 Paved parking&roofs 2,025 100.00%Impervious Area 230207-Postdrain--Rev3 Type X 24-hr 2-year Rainfall=3.10" Prepared by MHF Printed 1/20/2011 Design Consultants, Inc. Page 21 H ydroCAD®9 10 s/n 01710 02010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 0.0 Summary for Subcatchment 7S: Back Roof Runoff for Retail Building [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.23 cfs @ 12.00 hrs, Volume= 655 cf, Depth= 2.87" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 2 740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Min) feet ft/ft ft/sec cfs Direct Entry, 0.0 Summary for Subcatchment 8S: RUNOFF TO BIO-RETENTION AREA Runoff = 0.06 cfs @ 12.08 hrs, Volume= 194 cf, Depth= 0.97" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Areas CN Description 2 400 74 >75%Grass cover,Good HSG C 2,400 100.00%Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.5 10 0.3300 0.32 Sheet Flow, Grass: Short n--0-150 P2=3.10" 0.0 10 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 20 Total, Increased to minimum Tc=5.0 min Summary for Subcatchment 13S: Flows to Design Point Runoff = 1.77 cfs @ 12.10 hrs, Volume= 5,915 cf, Depth= 0.97" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" 230207-Postdrain--Rev3 Type III 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pai4e 22 Area(sf) CN Description 72,275 74 >75%Grass cover,Good,HSG C * 724 78 Wetlands 72,999 74 Weighted Average 72,999 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.9 515 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.4 565 Total Summary for Subcatchment 14S: Flows to Roadway Design Point#2 Runoff = 0.06 cfs @ 12.08 hrs, Volume= 184 cf, Depth= 0.97" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.10" Area(sf) CN Description 2,268 74 >75%Grass cover,Good,HSG C 2,268 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.1 10 Total, Increased to minimum Tc=5.0 min Summary for Reach 1R: Property Line Design Point#1 [40]Hint: Not Described(Outflow=Inflow) Inflow Area= 113,654 sf, 28.50%Impervious, Inflow Depth= 1.03" for 2-year event Inflow = 1.77 cfs @ 12.10 hrs, Volume= 9,778 cf Outflow = 1.77 cfs @ 12.10 hrs, Volume= 9,778 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Summary for Reach 2R: SITE FLOWS TO DESIGN POINT Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 1.14" for 2-year event Inflow = 0.61 cfs @ 12.44 hrs, Volume= 3,863 cf Outflow = 0.60 cfs @ 12.47 hrs, Volume= 3,863 cf, Atten= 1%, Lag= 1.8 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Max. Velocity= 1.19 fps, Min. Travel Time=2.2 min Avg. Velocity=0.46 fps, Avg.Travel Time=5.7 min 230207-Postdrain--Rev3 Type 11124-hr 2 year Rainfall=3.10" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 23 Peak Storage=78 cf @ 12.47 hrs Average Depth at Peak Storage=0.05' Bank-Full Depth=0.50', Capacity at Bank-Full=36.00 cfs 10.00' x 0.50' deep channel, n=0.030 Earth, grassed&winding Side Slope Z-value= 10.0'/' Top Width=20.00' Length= 155.0' Slope=0.0348 T Inlet Invert=124.50', Outlet Invert= 119.10' Summary for Pond 1P: PROP CB1 Inflow Area= 8,586 sf, 83.86%Impervious, Inflow Depth= 2.45" for 2-year event Inflow = 0.56 cfs @ 12.07 hrs, Volume= 1,751 cf Outflow = 0.56 cfs @ 12.07 hrs, Volume= 1,751 cf, Atten=0%, Lag=0.0 min Primary = 0.56 cfs @ 12.07 hrs, Volume= 1,751 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 133.92'@ 12.07 hrs Flood Elev= 136.00' Device Routing Invert Outlet Devices #1 Primary 133.50' 12.0" Round Culvert L=92.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 133.501/ 133.04' S=0.0050'/' Cc=0.900 n=0.012 rimary OutFlow Max=0.56 cfs @ 12.07 hrs HW=133.92' TW=133.28' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.56 cfs @ 2.61 fps) Summary for Pond 2P: PROP CB2 Inflow Area= 5,420 sf, 78.52%Impervious, Inflow Depth= 2.35" for 2-year event Inflow = 0.34 cfs @ 12.07 hrs, Volume= 1,061 cf Outflow = 0.34 cfs @ 12.07 hrs, Volume= 1,061 cf, Atten=0%, Lag=0.0 min Primary = 0.34 cfs @ 12.07 hrs, Volume= 1,061 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 134.29'@ 12.07 hrs Flood Elev= 137.50' Device Routing Invert Outlet Devices #1 Primary 134.00' 12.0" Round Culvert L= 112.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 134.00'/133.04' S=0.0086'/' Cc=0.900 n--0.012 Primary OutFow Max=0.34 cfs @ 12.07 hrs HW=134.29' TW=133.28' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.34 cfs @ 2.74 fps) 230207-Postdrain--Rev3 Type III 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 24 Summary for Pond 3P: PROP CB3 Inflow Area= 9,993 sf, 86.01%Impervious, Inflow Depth= 2.55" for 2-year event Inflow = 0.67 cfs @ 12.07 hrs, Volume= 2,121 cf Outflow = 0.67 cfs @ 12.07 hrs, Volume= 2,121 cf, Atten=0%, Lag=0.0 min Primary = 0.67 cfs @ 12.07 hrs, Volume= 2,121 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.66' @ 12.07 hrs Flood Elev= 128.50' Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L=25.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 125.25'/ 124.75' S=0.0200'/' Cc=0.900 n--0.012 rimary OutFlow Max=0.67 cfs @ 12.07 hrs HW=125.66' TW=125.14' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.67 cfs @ 2.19 fps) Summary for Pond 4P: PROP CB4 Inflow Area= 6,751 sf, 71.69%Impervious, Inflow Depth= 2.16" for 2-year event Inflow = 0.40 cfs @ 12.07 hrs, Volume= 1,218 cf Outflow = 0.40 cfs @ 12.07 hrs, Volume= 1,218 cf, Atten=0%, Lag=0.0 min Primary = 0.40 cfs @ 12.07 hrs, Volume= 1,218 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.31'@ 12.10 hrs Flood Elev= 127.40' Device Routing Invert Outlet Devices #1 Primary 124.90' 12.0" Round Culvert L=30.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.90'/124.75' S=0.0050'P Cc=0.900 n=0.012 rimary OutFlow Max=0.38 cfs @ 12.07 hrs HW=125.30' TW=125.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.38 cfs @ 1.90 fps) Summary for Pond BIO: PROP BIORETENTION BASIN [80] Warning:Exceeded Pond DMH2 by 0.47'@ 24.11 hrs(0.79 cfs 4,050 cf) Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 1.35" for 2-year event Inflow = 0.77 cfs @ 12.22 hrs, Volume= 4,585 cf Outflow = 0.61 cfs @ 12.44 hrs, Volume= 4,049 cf, Atten=21%, Lag-- 12.9 min Discarded = 0.00 cfs @ 12.44 hrs, Volume= 186 cf Primary = 0.61 cfs @ 12.44 hrs, Volume= 3,863 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.09'@ 12.44 hrs Surf.Area=761 sf Storage=649 cf Flood Elev= 126.00' Surf.Area= 1,225 sf Storage= 1,548 cf Plug-Flow detention time=90.5 min calculated for 4,049 cf(88%of inflow) Center-of-Mass det.time=32.9 min( 905.2- 872.3) 230207-Postdrain--Rev3 Type III 24-hr 2-year Rainfall=3.10" Prepared by M1-11F Design Consultants,Inc. Printed 1/20/2011 H ydroCAD®9.10 s/n 01710 02010 HydroCAD Software Solutions LLC Page 25 Volume Invert Avail Storage Storage Description #1 123.50' 1,548 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Ina Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 123.50 0 0.0 0 0 0 124.00 352 127.0 59 59 1,284 126.00 1,225 164.0 1,489 1,548 2,189 Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 125.00' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 iscarded OutFlow Max=0.00 cfs @ 12.44 hrs HW=125.09' (Free Discharge) 1=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.61 cfs @ 12.44 hrs HW=125.09' TW=124.55' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir (Weir Controls 0.61 cfs @ 0.70 fps) Summary for Pond DMHl: PROP DMH#1 Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 1.44" for 2-year event Inflow = 0.29 cfs @ 12.43 hrs, Volume= 2,253 cf Outflow = 0.29 cfs @ 12.43 hrs, Volume= 2,253 cf, Atten=0%, Lag=0.0 min Primary = 0.29 cfs @ 12.43 hrs, Volume= 2,253 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.63'@ 12.43 hrs Flood Elev= 127.90' Device Routing Invert Outlet Devices #1 Primary 125.35' 15.0" Round Culvert L=67.0' CPP,projecting,no headwall, Ke=0.900 inlet/Outlet Invert- 125.35'/124.65' S=0.0104'/' Cc=0.900 n=0.012 rimary OutFlow Max-0.29 cfs @ 12.43 hrs HW=125.63' TW=125.16' (Dynamic Tailwater) 1 Culvert (Inlet Controls 0.29 cfs @ 1.41 fps) Summary for Pond DMH2: PROP DMH#2 [80] Warning:Exceeded Pond IS-2 by 0.18'@ 29.88 his(0.12 cfs 2,855 cf) Inflow Area= 38,255 sf, 84.68%Impervious, Inflow Depth= 1.38" for 2-year event Inflow = 0.74 cfs @ 12.22 hrs, Volume= 4,390 cf Outflow = 0.74 cfs @ 12.22 hrs, Volume= 4,390 cf, Atten=0%, Lag=0.0 min Primary = 0.74 cfs @ 12.22 hrs, Volume= 4,390 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs 230207-Postdrain--Rev3 Type III 24-hr 2-year Rainfall=3.10" Printed 1/20/2011 Prepared by MHF Design Consultants, Inc. H ydroCADO 9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 26 Peak Elev= 125.16'@ 12.43 hrs Flood Elev= 128.80' Device Routing Invert Outlet Devices #1 Primary 124.55' 15.0" Round Culvert L= 18.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 124.55'/ 124.00' S=0.0306'P Cc--0.900 n=0.012 rimary OutFlow Max--0.67 cfs @ 12.22 hrs HW=125.02' TW=124.79' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.67 cfs @ 2.41 fps) Summary for Pond IS-1: Infiltration System#1 (Front) Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 2.53" for 2-year event Inflow = 1.16 cfs @ 12.06 hrs, Volume= 3,951 cf Outflow = 0.30 cfs @ 12.43 hrs, Volume= 3,144 cf, Atten=74%, Lag=22.4 min Discarded = 0.01 cfs @ 12.43 hrs, Volume= 891 cf Primary = 0.29 cfs @ 12.43 hrs, Volume= 2,253 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 133.13'@ 12.43 hrs Sur£Area=2,500 sf Storage= 1,802 cf Flood Elev= 134.00' Surf.Area=2,470 sf Storage=3,173 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time= 121.9 min(900.4-778.4) Volume Invert Avail.Stora e Storage Description #1A 131.50' 2,069 cf 19.92'W x 124.00'L x 2.75'H Field A 6,794 cf Overall- 1,622 cf Embedded=5,172 cf x 40.0%Voids #2A 132.50' 1,296 cf ADS N-12 18 x36 Inside#1 Inside= 18.2"W x 18.2"H=> 1.80 sf x 20.001=36.0 cf Outside=21.0"W x 21.0"H=>2.23 sf x 20.00'L=44.5 cf #3 132.50' 19 cf 18.0" D x 1.1'L Pipe Storage x 10 Inside#1 #4 132.50' 35 cf 18.0" D x 20.0'L Pipe Storage 3,419 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 131.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 132.50' 12.0" Round Culvert L= 146.0' Ke=0.500 Inlet/Outlet Invert- 132.50'/125.45' S=0.0483'/' Cc=0.900 n--0.012 #3 Device 2 132.50' 4.0" Vert. Orifice/Grate C=0.600 #4 Device 2 133.25' 6.0" Vert. Orifice/Grate C=0.600 #5 Device 2 133.90' 12.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max-0-01 cfs @ 12.43 hrs HW=133.13' (Free Discharge) t--1=Exfiltration (Controls 0.01 cfs) rimary OutFlow Max=0.29 cfs @ 12.43 hrs HW=133.13' TW=125.63' (Dynamic Tailwater) 2=Culvert (Passes 0.29 cfs of 1.40 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.27 fps) 4=Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) 230207-Postdrain--Rev3 Type X 24-hr 2-year Rainfall=3.10" Prepared by NW Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 27 Summary for Pond IS-2: Infiltration System#2 (Back) [87] Warning: Oscillations may require Finer Routing or smaller dt [80] Warning: Exceeded Pond STC2 by 0.43'@ 24.30 hrs(0.64 cfs 2,488 cf) Inflow Area= 19,484 sf, 83.02%Impervious, Inflow Depth= 2.46" for 2-year event Inflow = 1.21 cfs @ 12.06 hrs, Volume= 3,994 cf Outflow = 0.48 cfs @ 12.22 hrs, Volume= 2,848 cf, Atten=60%, Lag=9.3 min Discarded = 0.01 cfs @ 12.43 hrs, Volume= 711 cf Primary = 0.47 cfs @ 12.22 hrs, Volume= 2,137 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.21'@ 12.43 hrs Surf.Area= 1,971 sf Storage= 1,763 cf Flood Elev= 126.00' Surf.Area= 1,951 sf Storage=2,756 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time= 154.7 min(937.5 -782.8) Volume Invert Avail.Storage Storage Description #lA 123.50' 1,439 cf 30.481W x 64.00'L x 2.83'H Field A 5,528 cf Overall- 1,931 cf Embedded=3,597 cf x 40.0%Voids #2A 124.00' 1,488 cf ADS N-12 24 x 24 Inside#1 Inside=23.8"W x 23.8"H=>3.10 sf x 20.001=62.0 cf Outside=28.0"W x 28.0"H=>3.92 sf x 20.00'L=78.4 cf #3 124.00' 48 cf 24.0"D x 1.1'L Pipe Storage x 14 Inside#1 #4 124.00' 31 cf 24.0"D x 10.0'L Pipe Storage 3,007 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 124.75' 12.0" Round Culvert L= 10.0' Ke=0.500 Inlet/Outlet Invert= 124.75'/124.65' S=0.0100 '/' Cc--0.900 n--0.012 #3 Device 2 124.75' 10.0" Vert. Orifice/Grate C=0.600 #4 Device 2 125.80' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads t iscarded OutFlow Max--0.01 cfs @ 12.43 hrs HW=125.21' (Free Discharge) 1=Exfiltration (Controls 0.01 cfs) Primary OutFlow Max=0.46 cfs @ 12.22 hrs HW=125.16' TW=125.01' (Dynamic Tailwater) L =Culvert (Outlet Controls 0.46 cfs @ 2.22 fps) 3_Orifice/Grate (Passes 0.46 cfs of 0.50 cfs potential flow) 4-Orifice/Grate (Controls 0.00 cfs) Summary for Pond SM: PROP STORMCEPTOR#1 Inflow Area= 14,006 sf, 81.79%Impervious, Inflow Depth= 2.41" for 2-year event Inflow = 0.91 cfs @ 12.07 hrs, Volume= 2,812 cf Outflow = 0.91 cfs @ 12.07 hrs, Volume= 2,812 cf, Atten=0%, Lag=0.0 min Primary = 0.91 cfs @ 12.07 hrs, Volume= 2,812 cf 230207-Postdrain--Rev3 Type III24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 Pale 28 H ydroCAD®9 10 s/n 01710 02010 HydroCAD Software Solutions LLC Peak Elev= 133.28'@ 12.07 hrs Flood Elev= 140.00' Device Routing Invert Outlet Devices #1 Primary 132.79' 12.0" Round ORutlet Invert-- 132.79'/1032 50' S=0.036 edge 'P CcW01900 en--0.012 rimary OutFlow Max--0.91 cfs @ 12.07 hrs HW=133.28' TW=132.87' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.91 cfs @ 2.38 fps) Summary for Pond STC2: PROP STORMCEPTOR#2 [80]Warning:Exceeded Pond 4P by 0.02'@ 24.29 hrs(0.00 cfs 0 cf) Inflow Area= 16,744 sf, 80.24%Impervious, Inflow Depth= 2.39" for 2-year event Inflow = 1.07 cfs @ 12.07 hrs, Volume= 3,339 cf Outflow = 1.07 cfs @ 12.07 hrs, Volume= 3,339 cf, Atten=0%, Lag=0.0 min Primary = 1.07 cfs @ 12.07 hrs, Volume= 3,339 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.22' @ 12.42 hrs Flood Elev=128.00' Device Routing Invert Outlet Devices #1 Primary 124.50' Inl t/Outlet Invert=Culvert 124 50'/ 1124.40' S=0 03 edge P CcW01900 en--0.012 Primary OutFlow Max--1.00 cfs @ 12.07 hrs HW=125.14' TW=124.97' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 1.00 cfs @ 2.66 fps) 230207-Postdrain--Rev3 Type X 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD 89 10 s/n 01710 02010 Hydr2CAD Software Solutions LLC Paiae 29 Time span=0.00-30.00 hrs,dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: RUNOFF TO CBl Runoff Area=8,586 sf 83.86%Impervious Runoff Depth=3.82" Tc=5.0 min CN=94 Runof-�0.86 cfs 2,730 cf Subcatchment 2S: RUNOFF TO CB2 Runoff Area=5,420 sf 78.52%Impervious Runoff Depth=3.71" Tc=5.0 min CN=93 Runoff--0.53 cfs 1,675 cf Subcatchment 3S: RUNOFF TO CB3 Runoff Area=9,993 sf 86.01%Impervious Runoff Depth=3.92" Tc=5.0 min CN=95 Runoff=1.01 cfs 3,268 cf Subcatchment 4S: RUNOFF TO CB4 Runoff Area=6,751 sf 71.69%Impervious Runoff Depth=3.50" Tc=5.0 min CN=91 Runoff--0.63 cfs 1,968 cf Subcatchment 5S: Front Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=4.26" Tc=0.0 min CN=98 Runof--0.34 cfs 974 cf Subcatchment 6S• Roof Runoff from Barn Runoff Area=2,025 sf 100.00%Impervious Runoff Depth=4.26" Tc=0.0 min CN=98 Runoff--0.25 cfs 720 cf Subcatchment 7S: Back Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=4.26" Tc=0.0 min CN=98 Runoff=0.34 cfs 974 cf Subcatchment 8S: RUNOFF TO BIO-RETENTION Runoff Area=2,400 sf 0.00%Impervious Runoff Depth=1.97" Flow Length=20' Slope=0.3300'/' Tc=5.0 min CN=74 Runoff--0.13 cfs 394 cf Subcatchment 13S: Flows to Design Point Runoff Area=72,999 sf 0.00%Impervious Runoff Depth=1.97" Flow Length=565' Tc=6.4 min CN=74 Runoff--3.78 cfs 11,998 cf Subcatchment 14S: Flows to Roadway Design Point#2 Runoff Area=2,268 sf 0.00%Impervious Runoff Depth=1.97" Flow Length=l0' Slope=0.0100'/' Tc=5.0 min CN=74 Runoff=0.12 cfs 373 cf Reach 1R:Property Line Design Point#1 Inflow--5.04 cfs 20,309 cf Outflow=5.04 cfs 20,309 cf Reach 2R: SITE FLOWS TO DESIGN POINT Avg.Flow Depth=0.09' Max Vet=1.74 fps Inflow=1.68 cfs 8,311 cf n=0.030 L=155.0' S=0.0348'/' Capacity--36.00 cfs Outflow=1.68 cfs 8,311 cf Pond 1P: PROP CBI Peak Elev=134.06' Inflow=0.86 cfs 2,730 cf 12.0" Round Culvert n=0.012 L=92.0' S=0.0050'/' Outflow--0.86 cfs 2,730 cf Pond 2P: PROP CB2 Peak Elev=134.38' Inflow=0.53 cfs 1,675 cf 12.0" Round Culvert n=0.012 L=112.0' S=0.0086'/' Outflow=0.53 cfs 1,675 cf Pond 3P: PROP CB3 Peak Elev=125.86' Inflow=1.01 cfs 3,268 cf 12.0" Round Culvert n=0.012 L=25.0' S=0.0200'/' Outflow=1.01 cfs 3,268 cf Pond 4P: PROP CB4 Peak Elev=125.68' Inflow=0.63 cfs 1,968 cf 12.0" Round Culvert n=0.012 L=30.0' S=0.0050'/' Outflow=0.63 cfs 1,968 cf Pond BIO: PROP BIORETENTION BASIN Peak Elev=125.17' Storage=715 cf Inflow=1.69 cfs 9,041 cf Discarded=0.00 cfs 191 cf Primary=1.68 cfs 8,311 cf Outflow=1.69 cfs 8,502 cf 230207-Postdrain--Rev3 Type 11124-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HyoCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paee 30 Pond DMRI: PROP DMII#1 Peak Elev=125.80' Inflow=0.65 cfs 4,331 cf 15.0" Round Culvert n=0.012 L=67.0' S=0.0104'/' Outflow=0.65 cfs 4,331 cf Pond DMH2: PROP DMH#2 Peak Elev=125.40' Inflow--l.61 cfs 8,647 cf 15.0" Round Culvert n=0.012 L=18.0' S=0.0306'/' outflow--l.61 cfs 8,647 cf Pond IS-1: Infiltration System#1 (Front) Peak Elev=133.57' Storage=2,525 cf Inflow=1.75 cfs 6,098 cf Discarded=0.01 cfs 947 cf Primary=0.65 cfs 4,331 cf outflow--0.66 cfs 5,278 cf Pond IS-2: Infiltration System#2 (Back) Peak Elev=125.55' Storage=2,221 cf Inflow--l.85 cfs 6,210 cf Discarded=0.01 cfs 754 cf Primary=1.03 cfs 4,316 cf Outflow=1.03 cfs 5,069 cf Pond SM: PROP STORMCEPTOR#1 Peak Elev=133.60' Inflow=1.39 cfs 4,405 cf 12.0" Round Culvert n=0.012 L=8.0' S=0.0362'/' Outflow=1.39 cfs 4,405 cf Pond STC2: PROP STORMCEPTOR#2 Peak Elev=125.63' Inflow=1.65 cfs 5,236 cf 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 '/' Outflow--l.65 cfs 5,236 cf Total Runoff Area=115,922 sf Runoff Volume=25,073 cf Average Runoff Depth=2.60" 72.05%Pervious=83,526 sf 27.95%Impervious=32,396 sf 230207-Postdrain--Rev3 Type III 24-hr 10 year Rainfall=4.50" Prepared by MI-fF Design Consultants, Inc. Printed 1/20/2011 HydroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pale 31 Summary for Subcatchment IS: RUNOFF TO CBI Runoff = 0.86 cfs @ 12.07 hrs, Volume= 2,730 cf, Depth= 3.82" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(si) CN Description 1,386 74 >75%Grass cover,Good,HSG C 7,200 98 Paved parking,HSG C 8,586 94 Weighted Average 1,386 16.14%Pervious Area 7,200 83.86%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2S: RUNOFF TO CB2 Runoff = 0.53 cfs @ 12.07 hrs, Volume= 1,675 cf, Depth= 3.71" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 1,164 74 >75%Grass cover,Good,HSG C 4,256 98 Paved parking,HSG C 5,420 93 Weighted Average 1,164 21.48%Pervious Area 4,256 78.52%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 3S: RUNOFF TO CB3 Runoff = 1.01 cfs @ 12.07 hrs, Volume= 3,268 cf, Depth= 3.92" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 1,398 74 >75%Grass cover,Good,HSG C 8,595 98 Paved parking,HSG C 9,993 95 Weighted Average 1,398 13.99%Pervious Area 8,595 86.01%Impervious Area 230207-Postdrain--Rev3 Type X 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD 89 10 s/n 01710 02010 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 4S: RUNOFF TO CB4 Runoff = 0.63 cfs @ 12.07 hrs, Volume= 1,968 cf, Depth= 3.50" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-30.00 hrs, dt--0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 1,911 74 >75%Grass cover,Good,HSG C 4,840 98 Paved parking,HSG C 6,751 91 Weighted Average 1,911 28.31%Pervious Area 4,840 71.69%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 5S: Front Roof Runoff for Retail Building [46]Hint:Tc--O(Instant runoff peak depends on dt) Runoff = 0.34 cfs @ 12.00 hrs, Volume= 974 cf, Depth= 4.26" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt--0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 2,740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 6S: Roof Runoff from Barn [46] Hint: Tc=O(Instant runoff peak depends on dt) Runoff = 0.25 cfs @ 12.00 hrs, Volume= 720 cf, Depth= 4.26" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt--0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 2,025 98 Paved parking&roofs 2,025 100.00%Impervious Area 230207-Postdrain--Rev3 Type III 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD 89 10 s/n 01710 02010 HydroCAD Software Solutions LLC Page 33 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 7S: Back Roof Runoff for Retail Building [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.34 cfs @ 12.00 hrs, Volume= 974 cf, Depth= 4.26" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 2,740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 8S: RUNOFF TO BIO-RETENTION AREA Runoff = 0.13 cfs @ 12.08 hrs, Volume= 394 cf, Depth= 1.97" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 2,400 74 >75%Grass cover, Good HSG C 2,400 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 10 0.3300 0.32 Sheet Flow, Grass: Short n--0.150 P2=3.10" 0.0 10 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 20 Total, Increased to minimum Tc=5.0 min Summary for Subcatchment 13S: Flows to Design Point Runoff = 3.78 cfs @ 12.10 hrs, Volume= 11,998 cf, Depth= 1.97" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" 230207-Postdrain--Rev3 Type III 24-hr 10 year Rainfall=4.50" Prepared by MI-IF Design Consultants,Inc. Printed 1/20/2011 HydroCADO 9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pafze 34 Area(sf) CN Description 72,275 74 >75%Grass cover,Good,HSG C * 724 78 Wetlands 72,999 74 Weighted Average 72,999 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n=0.150 P2=3.10" 2.9 515 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.4 565 Total Summary for Subcatchment 14S: Flows to Roadway Design Point#2 Runoff = 0.12 cfs @ 12.08 hrs, Volume= 373 cf, Depth= 1.97" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 his,dt=0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 2,268 74 >75%Grass cover,Good HSG C 2,268 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.1 10 Total, Increased to minimum Tc=5.0 min Summary for Reach 1R: Property Line Design Point#1 [40] Hint:Not Described(Outflow=Inflow) Inflow Area= 113,654 sf, 28.50%Impervious, Inflow Depth= 2.14" for 10-year event Inflow = 5.04 cfs @ 12.11 hrs, Volume= 20,309 cf Outflow = 5.04 cfs @ 12.11 hrs, Volume= 20,309 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Summary for Reach 2R: SITE FLOWS TO DESIGN POINT Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 2.45" for 10-year event Inflow = 1.68 cfs @ 12.20 hrs, Volume= 8,311 cf Outflow = 1.68 cfs @ 12.22 hrs, Volume= 8,311 cf, Atten=0%, Lag= 1.2 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Max. Velocity= 1.74 fps, Min. Travel Time=1.5 min Avg. Velocity=0.57 fps, Avg. Travel Time=4.5 min 230207-Postdrain--Rev3 Type X 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H ydroCAD®9.10 s/n 01710 ©2010 HydrgCAD Software Solutions LLC Paj4e 35 Peak Storage= 149 cf @ 12.22 hrs Average Depth at Peak Storage=0.09' Bank-Full Depth=0.50', Capacity at Bank-Full=36.00 cfs 10.00' x 0.50' deep channel, n=0.030 Earth, grassed&winding Side Slope Z-value= 10.07' Top Width=20.00' Length= 155.0' Slope=0.03487' Inlet Invert- 124.50', Outlet Invert- 119.10' Summary for Pond 1P: PROP CB1 Inflow Area= 8,586 A, 83.86%Impervious, Inflow Depth= 3.82" for 10-year event Inflow = 0.86 cfs @ 12.07 hrs, Volume= 2,730 cf Outflow = 0.86 cfs @ 12.07 hrs, Volume= 2,730 cf, Atten=0%, Lag=0.0 min Primary = 0.86 cfs @ 12.07 hrs, Volume= 2,730 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 134.06' @ 12.08 hrs Flood Elev= 136.00' Device Routing Invert Outlet Devices #1 Primary 133.50' 12.0" Round Culvert L=92.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 133.50'/133.04' S=0.0050'/' Cc--0.900 n--0.012 rimary OutFlow Max--0.84 cfs @ 12.07 hrs HW=134.05' TW=133.54' (Dynamic Tailwater) 1 Culvert (Outlet Controls 0.84 cfs @ 2.72 fps) Summary for Pond 2P: PROP CB2 Inflow Area= 5,420 sf, 78.52%Impervious, Inflow Depth= 3.71" for 10-year event Inflow = 0.53 cfs @ 12.07 hrs, Volume= 1,675 cf Outflow = 0.53 cfs @ 12.07 hrs, Volume- 1,675 cf, Atten=0%, Lag=0.0 min Primary = 0.53 cfs @ 12.07 hrs, Volume= 1,675 cf Routing by Dyn-Stor-Ind method,Time Span-0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 134.38' @ 12.08 hrs Flood Elev= 137.50' Device Routing Invert Outlet Devices #1 Primary 134.00' 12.0" Round Culvert L= 112.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert- 134.00'/ 133.04' S=0.0086'/' Cc=0.900 n=0.012 Primary Outflow Max=0.52 cfs @ 12.07 hrs HW=134.38' TW=133.54' (Dynamic Tailwater) L-1=Culvert (Outlet Controls 0.52 cfs @ 2.83 fps) 230207-Postdrain--Rev3 Type X 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 l0 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pave 36 Summary for Pond 3P: PROP CB3 Inflow Area= 9,993 sf, 86.01%Impervious, Inflow Depth= 3.92" for 10-year event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 3,268 cf Outflow = 1.01 cfs @ 12.07 hrs, Volume= 3,268 cf, Atten=0%, Lag=0.0 min Primary = 1.01 cfs @ 12.07 hrs, Volume= 3,268 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.86'@ 12.09 hrs Flood Elev= 128.50' Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L=25.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 125.25'/ 124.75' S=0.0200'/' Cc=0.900 n--0.012 rimary OutFlow Max--0.96 cfs @ 12.07 hrs HW=125.85' TW=125.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.96 cfs @ 2.80 fps) Summary for Pond 4P: PROP CB4 Inflow Area= 6,751 sf, 71.69%Impervious, Inflow Depth= 3.50" for 10-year event Inflow = 0.63 cfs @ 12.07 hrs, Volume= 1,968 cf Outflow = 0.63 cfs @ 12.07 hrs, Volume= 1,968 cf, Atten=0%, Lag=0.0 min Primary = 0.63 cfs @ 12.07 hrs, Volume= 1,968 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.68' @ 12.11 hrs Flood Elev= 127.40' Device Routing Invert Outlet Devices #1 Primary 124.90' 12.0" Round Culvert L=30.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.90'/124.75' S=0.0050'/' Cc=0.900 n--0.012 Primary OutFlow Max--0.48 cfs @ 12.07 hrs HW=125.62' TW=125.58' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.48 cfs @ 1.11 fps) Summary for Pond BIO: PROP BIORETENTION BASIN [80] Warning:Exceeded Pond DM112 by 0.47'@ 24.33 hrs(0.79 cfs 4,124 cf) Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 2.67" for 10-year event Inflow = 1.69 cfs @ 12.18 hrs, Volume= 9,041 cf Outflow = 1.69 cfs @ 12.20 hrs, Volume= 8,502 cf, Atten=0%, Lag= 1.1 min Discarded = 0.00 cfs @ 12.20 hrs, Volume= 191 cf Primary = 1.68 cfs @ 12.20 hrs, Volume= 8,311 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.17'@ 12.20 hrs Sur£Area=799 sf Storage=715 cf Flood Elev= 126.00' Surf.Area= 1,225 sf Storage= 1,548 cf Plug-Flow detention time=49.6 min calculated for 8,502 cf(94%of inflow) Center-of-Mass det.time= 16.0 min( 864.8- 848.9) 230207-Postdrain--Rev3 Type 11124-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paiae 37 Volume Invert Avail Storage Storage Description #1 123.50' 1,548 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 123.50 0 0.0 0 0 0 124.00 352 127.0 59 59 1,284 126.00 1,225 164.0 1,489 1,548 2,189 Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr EAltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 125.00' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe£ (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 iscarded OutFlow Max=0.00 cfs @ 12.20 hrs HW=125.17' (Free Discharge) 1=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--1.68 cfs @ 12.20 his HW=125.17' TW=124.59' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir (Weir Controls 1.68 cfs @ 0.98 fps) Summary for Pond DMH1: PROP DMH#1 Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 2.77" for 10-year event Inflow = 0.65 cfs @ 12.30 hrs, Volume= 4,331 cf Outflow = 0.65 cfs @ 12.30 hrs, Volume= 4,331 cf, Atten=0%, Lag=0.0 min Primary = 0.65 cfs @ 12.30 hrs, Volume= 4,331 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.80'@ 12.27 hrs Flood Elev= 127.90' Device Routing Invert Outlet Devices #1 Primary 125.35' 15.0" Round Culvert L=67.0' CPP, projecting, no headwall, Ke=0.900 Inlet/Outlet Invert= 125.35'/124.65' S=0.0104'/' Cc=0.900 n--0.012 Primary OutFlow Max=0.65 cfs @ 12.30 hrs HW=125.80' TW=125:38' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.65 cfs @ 2.46 fps) Summary for Pond DM 12: PROP DMH#2 [80] Warning:Exceeded Pond IS-2 by 0.19' @ 29.99 hrs(0.12 cfs 2,837 co Inflow Area= 38,255 sf, 84.68%Impervious, Inflow Depth= 2.71" for 10-year event Inflow = 1.61 cfs @ 12.19 hrs, Volume= 8,647 cf Outflow = 1.61 cfs @ 12.19 his, Volume= 8,647 cf, Atten=0%, Lag=0.0 min Primary = 1.61 cfs @ 12.19 hrs, Volume= 8,647 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs 230207-Postdrain--Rev3 Type III 24-hr 10 year Rainfall=4.50" Prepared by N4HF Design Consultants, Inc. Printed 1/20/2011 H ydroCADO 9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pave 38 Peak Elev= 125.40'@ 12.20 hrs Flood Elev= 128.80' Device Routing Invert Outlet Devices #1 Primary 124.55' 15.0" Round Culvert L= 18.0' CPP,projecting,no headwall, Ke=0.900 inlet/Outlet Invert- 124.55'/124.00' S=0.0306'/' Cc=0.900 n--0.012 rimary OutFlow Max--1.61 cfs @ 12.19 hrs HW=125.40' TW=125.17' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.61 cfs @ 2.56 fps) Summary for Pond IS-1: Infiltration System#1 (Front) Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 3.90" for 10-year event Inflow = 1.75 cfs @ 12.06 hrs, Volume= 6,098 cf Outflow = 0.66 cfs @ 12.30 hrs, Volume= 5,278 cf, Atten=62%, Lag= 14.4 min Discarded = 0.01 cfs @ 12.30 hrs, Volume= 947 cf Primary = 0.65 cfs @ 12.30 hrs, Volume= 4,331 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 133.57'@ 12.30 hrs Surf.Area=2,497 sf Storage=2,525 cf Flood Elev= 134.00' Sur£Area=2,470 sf Storage=3,173 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=99.3 min(867.6-768.3 ) Volume Invert Avail.Stora e Storage Description #lA 131.50' 2,069 cf 19.92'W x 124.001L x 2.75'H Field A 6,794 cf Overall- 1,622 cf Embedded=5,172 cf x 40.0%Voids #2A 132.50' 1,296 cf ADS N-12 18 x36 Inside#1 Inside= 18.2"W x 18.2"H=> 1.80 sf x 20.001=36.0 cf Outside=21.0"W x 21.0"H=>2.23 sf x 20.001=44.5 cf #3 132.50' 19 cf 18.0" D x 1.1'L Pipe Storage x 10 Inside#1 #4 132.50' 35 cf 18.0"D x 20.0'L Pipe Storage 3,419 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 131.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 132.50' 12.0" Round Culvert L=146.0' Ke=0.500 inlet/Outlet Invert= 132.50'/ 125.45' S=0.0483 'r Cc=0.900 n--0.012 #3 Device 2 132.50' 4.0"Vert. Orifice/Grate C=0.600 #4 Device 2 133.25' 6.0"Vert.Orifice/Grate C=0.600 #5 Device 2 133.90' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads t iscarded OutFlow Max=0.01 cfs @ 12.30 hrs HW=133.57' (Free Discharge) 1=Exfltration (Controls 0.01 cfs) Primary OutFlow Max=0.65 cfs @ 12.30 hrs HW=133.57' TW=125.80' (Dynamic Tailwater) t-2=Culvert (Passes 0.65 cfs of 2.85 cfs potential flow) ,3 =Orifice/Grate (Orifice Controls 0.40 cfs @ 4.57 fps) 4=Orifice/Grate (Orifice Controls 0.25 cfs @ 1.92 fps) 230207-Postdrain--Rev3 Type 11124-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 39 Summary for Pond IS-2: Infiltration System#2 (Back) [87] Warning: Oscillations may require Finer Routing or smaller dt [80] Warning:Exceeded Pond STC2 by 0.51'@ 24.10 hrs(0.83 cfs 2,785 cf) Inflow Area= 19,484 sf, 83.02%Impervious, Inflow Depth= 3.82" for 10-year event Inflow = 1.85 cfs @ 12.06 hrs, Volume= 6,210 cf Outflow = 1.03 cfs @ 12.15 hrs, Volume= 5,069 cf, Atten=44%, Lag=5.3 min Discarded = 0.01 cfs @ 12.18 hrs, Volume= 754 cf Primary = 1.03 cfs @ 12.15 hrs, Volume= 4,316 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 125.55'@ 12.18 hrs Surf.Area= 1,968 sf Storage=2,221 cf Flood Elev= 126.00' Surf.Area= 1,951 sf Storage=2,756 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time= 107.4 min(879.6-772.2) Volume Invert Avail.Storage Storage Description #lA 123.50' 1,439 cf 30.48'W x 64.00'L x 2.83'H Field A 5,528 cf Overall- 1,931 cf Embedded=3,597 cf x 40.0%Voids #2A 124.00' 1,488 cf ADS N-12 24 x24 Inside#1 Inside=23.8"W x 23.8"H=>3.10 sf x 20.001=62.0 cf Outside=28.0"W x 28.0"H=>3.92 sf x 20.00'L=78.4 cf #3 124.00' 48 cf 24.0" D x 1.1'L Pipe Storage x 14 Inside#1 #4 124.00' 31 cf 24.0" D x 10.0'L Pipe Storage 3,007 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 124.75' 12.0" Round Culvert L= 10.0' Ke=0.500 Inlet/Outlet Invert=124.75'/124.65' S=0.0100'/' Cc=0.900 n=0.012 #3 Device 2 124.75' 10.0" Vert. Orifice/Grate C=0.600 #4 Device 2 125.80' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads L iscarded OutFlow Max=0.01 cfs @ 12.18 hrs HW=125.55' (Free Discharge) 1=Exfltration (Controls 0.01 cfs) rimary OutFow Max=1.01 cfs @ 12.15 hrs HW=125.55' TW=125.39' (Dynamic Tailwater) 1-=Culvert (Passes 1.01 cfs of 1.16 cfs potential flow) 3_Orifice/Grate (Orifice Controls 1.01 cfs @ 1.88 fps) 4=Orifice/Grate (Controls 0.00 cfs) Summary for Pond SM: PROP STORMCEPTOR#1 Inflow Area= 14,006 sf, 81.79%Impervious, Inflow Depth= 3.77" for 10-year event Inflow = 1.39 cfs @ 12.07 hrs, Volume= 4,405 cf Outflow = 1.39 cfs @ .12.07 hrs, Volume= 4,405 cf, Atten=0%, Lag=0.0 min Primary = 1.39 cfs @ 12.07 hrs, Volume= 4,405 cf 230207-Postdrain--Rev3 Type III 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pate 40 Peak Elev= 133.60'@ 12.27 hrs Flood Elev= 140.00' Device Routing Invert Outlet Devices 41 Primary 132.79' 12.0" Round Culvert L=8.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 132.79'/132.50' S=0.0362'P Cc--0.900 n--0.012 rimary OutFlow Max=1.30 cfs @ 12.07 hrs HW=133.54' TW=133.33' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.30 cfs @ 2.83 fps) Summary for Pond STC2: PROP STORMCEPTOR#2 [80] Warning: Exceeded Pond 4P by 0.09'@ 24.27 hrs(0.02 cfs 7 cf) Inflow Area= 16,744 sf, 80.24%Impervious, Inflow Depth= 3.75" for 10-year event Inflow = 1.65 cfs @ 12.07 hrs, Volume= 5,236 cf Outflow = 1.65 cfs @ 12.07 hrs, Volume= 5,236 cf, Atten=0%, Lag=0.0 min Primary = 1.65 cfs @ 12.07 hrs, Volume= 5,236 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.63'@ 12.12 hrs Flood Elev= 128.00' Device Routing Invert Outlet Devices #1 Primary 124.50' 12.0" Round Culvert L=3.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.50'/ 124.40' S=0.0333 'P Cc=0.900 n=0.012 Primary OutFlow Max--1.52 cfs @ 12.07 hrs HW=125.58' TW=125.42' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 1.52 cfs @ 1.93 fps) 230207-Postdrain--ReO Type HI 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 10 s/n 01710 ©2010 HyoCAD Software Solutions LLC Pajae 41 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: RUNOFF TO CBl Runoff Area=8,586 sf 83.86%Impervious Runoff Depth=5.69" Tc=5.0 min CN=94 Runoff�-1.25 cfs 4,073 cf Subcatchment 2S: RUNOFF TO CB2 Runoff Area=5,420 sf 78.52%Impervious Runoff Depth=5.58" Tc=5.0 min CN=93 Runoff--0.78 cfs 2,519 cf Subcatchment 3S: RUNOFF TO CB3 Runoff Area=9,993 sf 86.01%Impervious Runoff Depth=5.81" Tc=5.0 min CN=95 Runoff--1.46 cfs 4,837 cf Subcatchment 4S• RUNOFF TO CB4 Runoff Area=6,751 sf 71.69%Impervious Runoff Depth=5.35" Tc=5.0 min CN=91 Runoff--0.95 cfs 3,009 cf Subcatchment 5S: Front Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=6.16" Tc=0.0 min CN=98 Runoff--0.48 cfs 1,407 cf Subcatchment 6S: Roof Runoff from Barn Runoff Area=2,025 sf 100.00%Impervious Runoff Depth=6.16" Tc=0.0 min CN=98 Runoff--0.36 cfs 1,040 cf Subcatchment 7S: Back Roof Runoff for Retail Runoff Area=2,740 sf 100.00%Impervious Runoff Depth=6.16" Tc=0.0 min CN=98 Runoff-�0.48 cfs 1,407 cf Subcatchment 8S: RUNOFF TO BIO-RETENTION Runoff Area=2,400 sf 0.00%Impervious Runoff Depth=3.52" Flow Length=20' Slope=0.3300'/' Tc=5.0 min CN=74 Runoff--0.24 cfs 705 cf Subcatchment 135: Flows to Design Point Runoff Area=72,999 sf 0.00%Impervious Runoff Depth=3.52" Flow Length=565' Tc=6.4 min CN=74 Runoff-6.83 cfs 21,438 cf Subcatchment 145: Flows to Roadway Design Point#2 Runoff Area--2,268 sf 0.00%Impervious Runoff Depth=3.52" Flow Length=l0' Slope=0.0100'/' Tc=5.0 min CN=74 Runoff=0.22 cfs 666 cf Reach 1R: Property Line Design Point#1 Inflow=9.46 cfs 35,876 cf Outflow--9.46 cfs 35,876 cf Reach 2R: SITE FLOWS TO DESIGN POINT Avg.Flow Depth=0.13' Max Vet=2.20 fps Inflow=3.22 cfs 14,439 cf n=0.030 L=155.0' 5=0.0348'/' Capacity=36.00 cfs Outflow=3.21 cfs 14,439 cf Pond 1P: PROP CBl Peak Elev=134.34' Inflow=1.25 cfs 4,073 cf 12.0" Round Culvert n=0.012 L=92.0' 5=0.0050'/' Outflow=1.25 cfs 4,073 cf Pond 2P: PROP CB2 Peak Elev=134.54' Inflow=0.78 cfs 2,519 cf 12.0" Round Culvert n=0.012 L=112.0' S=0.0086'/' Outflow=0.78 cfs 2,519 cf Pond 3P: PROP CB3 Peak Elev=126.35' Inflow=1.46 cfs 4,837 cf 12.0" Round Culvert n=0.012 L=25.0' S=0.0200'/' Outflow--1.46 cfs 4,837 cf Pond 4P: PROP CB4 Peak Elev=126.28' Inflow=0.95 cfs 3,009 cf 12.0" Round Culvert n=0.012 L=30.0' S=0.0050'/' Outflow--0.95 cfs 3,009 cf Pond BIO: PROP BIORETENTION BASIN Peak Elev=125.26' Storage=789 cf Inflow=3.24 cfs 15,184 cf Discarded=0.00 cfs 203 cf Primary=3.22 cfs 14,439 cf Outflow=3.23 cfs 14,642 cf 230207-Postdrain--Rev3 Type M24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCAD 09 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Pale 42 Pond DMHl: PROP DMH#1 Peak Elev=126.08' Inflow=1.34 cfs 7,223 cf 15.0" Round Culvert n=0.012 L=67.0' S=0.0104'/' Outflow--l.34 cfs 7,223 cf Pond DMH2: PROP DMH#2 Peak Elev=125.72' Inflow-3.08 cfs 14,479 cf 15.0" Round Culvert n=0.012 L=18.0' S=0.0306'/' Outflow=3.08 cfs 14,479 cf Pond IS-1: Infiltration System#1 (Front) Peak Elev=133.97' Storage=3,139 cf Inflow=2.55 cfs 9,039 cf Discarded=0.01 cfs 987 cf Primary=1.34 cfs 7,223 cf Outflow--l.35 cfs 8,211 cf Pond IS-2• Infiltration System#2 (Back) Peak Elev=125.94' Storage=2,697 cf Inflow=2.70 cfs 9,254 cf Discarded=0.01 cfs 785 cf Primary=1.87 cfs 7,256 cf Outflow--l.88 cfs 8,041 cf Pond SM: PROP STORMCEPTOR#1 Peak Elev=134.08' Inflow--2.03 cfs 6,593 cf 12.0" Round Culvert n=0.012 L=8.0' S=0.0362'/' Outflow=2.03 cfs 6,593 cf Pond STC2: PROP STORMCEPTOR#2 Peak Elev=126.22' Inflow=2.41 cfs 7,847 cf 12.0" Round Culvert n=0.012 L=3.0' S=0.0333'/' Outflow=2.41 cfs 7,847 cf Total Runoff Area=115,922 sf Runoff Volume=41,101 cf Average Runoff Depth=4.25" 72.05%Pervious=83,526 sf 27.95%Impervious=32,396 sf 230207-Postdrain--Rev3 Type III 24-hr 100 y 6. ear Rainfall= 40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H ydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 1S: RUNOFF TO CB1 Runoff = 1.25 cfs @ 12.07 hrs, Volume= 4,073 cf, Depth= 5.69" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Description 1,386 74 >75%Grass cover, Good,HSG C 7200 98 Paved parking,HSG C 8,586 94 Weighted Average 1,386 16.14%Pervious Area 7,200 83.86%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment 2S: RUNOFF TO CB2 Runoff = 0.78 cfs @ 12.07 hrs, Volume= 2,519 cf, Depth= 5.58" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Description 1 164 74 >75%Grass cover,Good,HSG C 4 256 98 Paved parking,HSG C 5,420 93 Weighted Average 1,164 21.48%Pervious Area 4,256 78.52%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 3S: RUNOFF TO CB3 Runoff = 1.46 cfs @ 12.07 hrs, Volume= 4,837 cf, Depth= 5.81" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Description 1,398 74 >75%Grass cover,Good,HSG C 8 595 98 Paved parking,HSG C 9,993 95 Weighted Average 1,398 13.99%Pervious Area 8,595 86.01%Impervious Area 230207-Postdrain--Rev3 Type III 24-hr 100 year Rainfall=6 40" Prepared by N4HF Design Consultants, Inc. Printed 1/20/2011 Page 44 H ydroCAD®9 10 s 01710 ©2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Summary for Subcatchment 4S: RUNOFF TO CB4 Runoff = 0.95 cfs @ 12.07 hrs, Volume= 3,009 cf, Depth= 5.35" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Descri tion 1,911 74 >75%Grass cover,Good, HSG C 840 98 Paved parking,HSG C 6,751 91 Weighted Average 1,911 28.31%Pervious Area 4,840 71.69%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment 5S: Front Roof Runoff for Retail Building [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.48 cfs @ 12.00 hrs, Volume= 1,407 cf, Depth= 6.16" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt--0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Descri tion 2 740 98 Paved arkin &roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 0.0 Summary for Subcatchment 6S: Roof Runoff from Barn [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.36 cfs @ 12.00 hrs, Volume= 1,040 cf, Depth= 6.16" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt--0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Descri on 2,025 98 Paved arkin &roofs 2,025 100.00%Impervious Area 230207-Postdrain--Rev3 Type M 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HVdroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 45 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 7S: Back Roof Runoff for Retail Building [46]Hint:Tc=O(Instant runoff peak depends on dt) Runoff = 0.48 cfs @ 12.00 hrs, Volume= 1,407 cf, Depth= 6.16" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Area(sf) CN Description 2,740 98 Paved parking&roofs 2,740 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) -- 0.0 Direct Entry, Summary for Subcatchment 8S: RUNOFF TO BIO-RETENTION AREA Runoff = 0.24 cfs @ 12.07 hrs, Volume= 705 cf, Depth= 3.52" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Area(sf) CN Description 2,400 74 >75%Grass cover,Good HSG C 2,400 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 0.5 10 0.3300 0.32 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.0 10 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 20 Total, Increased to minimum Tc= 5.0 min Summary for Subcatchment 135: Flows to Design Point Runoff = 6.83 cfs @ 12.09 hrs, Volume= 21,438 cf, Depth= 3.52" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" 230207-Postdrain--Rev3 Type III 24-hr 100 year Rainfall=6 40" Prepared by NIPIF Design Consultants,Inc. Printed 1/20/2011 H ydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paye 46 Areas CN Description 72,275 74 >75%Grass cover,Good,HSG C * 724 78 Wetlands 72,999 74 Weighted Average 72,999 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.9 515 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.4 565 Total Summary for Subcatchment 14S: Flows to Roadway Design Point#2 Runoff = 0.22 cfs @ 12.07 hrs, Volume= 666 cf, Depth= 3.52" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-30.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.40" Areas CN Description 2,268 74 >75%Grass cover,Good HSG C 2,268 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n--0.150 P2=3.10" 2.1 10 Total, Increased to minimum Tc=5.0 min Summary for Reach 1R: Property Line Design Point#1 [40] Hint:Not Described(Outflow=Inflow) Inflow Area= 113,654 sf, 28.50%Impervious, Inflow Depth= 3.79" for 100-year event Inflow = 9.46 cfs @ 12.11 hrs, Volume= 35,876 cf Outflow = 9.46 cfs @ 12.11 hrs, Volume= 35,876 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Summary for Reach 2R: SITE FLOWS TO DESIGN POINT Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 4.26" for 100-year event Inflow = 3.22 cfs @ 12.16 hrs, Volume= 14,439 cf Outflow = 3.21 cfs @ 12.18 hrs, Volume= 14,439 cf, Atten= 1%, Lag=0.8 min Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Max.Velocity=2.20 fps, Min.Travel Time=1.2 min Avg.Velocity=0.68 fps, Avg.Travel Time=3.8 min 230207-Postdrain--Rev3 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 Hyrlr^Canna 10 sin 01710 (c 2010 HydroCAD Software Solutions LLC Page 47 Peak Storage=226 cf @ 12.18 hrs Average Depth at Peak Storage=0.13' Bank-Full Depth=0.50', Capacity at Bank-Full=36.00 cfs 10.00' x 0.50' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value= 10.0'f Top Width=20.00' Length= 155.0' Slope=0.0348'/' Inlet Invert= 124.50', Outlet Invert- 119.10' Summary for Pond 1P: PROP CBl Inflow Area= 8,586 sf, 83.86%Impervious, Inflow Depth= 5.69" for 100-year event Inflow = 1.25 cfs @ 12.07 hrs, Volume= 4,073 cf Outflow = 1.25 cfs @ 12.07 hrs, Volume= 4,073 cf, Atten=0%, Lag=0.0 min Primary = 1.25 cfs @ 12.07 hrs, Volume= 4,073 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 134.34' @ 12.10 hrs Flood Elev= 136.00' Device Routing Invert Outlet Devices #1 Primary 133.50' 12.0" Round Culvert L=92.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 133.50'/ 133.04' S=0.0050'/' Cc=0.900 n=0.012 rimary OutFlow Max--I.17 cfs @ 12.07 hrs HW=134.31' TW=134.00' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.17 cfs @ 2.33 fps) Summary for Pond 2P: PROP CB2 Inflow Area= 5,420 sf, 78.52%Impervious, Inflow Depth= 5.58" for 100-year event Inflow = 0.78 cfs @ 12.07 hrs, Volume= 2,519 cf Outflow = 0.78 cfs @ 12.07 hrs, Volume= 2,519 cf, Atten=0%, Lag=0.0 min Primary = 0.78 cfs @ 12.07 hrs, Volume= 2,519 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 134.54' @ 12.09 hrs Flood Elev= 137.50' Device Routing Invert Outlet Devices #1 Primary 134.00' 12.0" Round Culvert L= 112.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 134.00'/ 133.04' S=0.0086'/' Cc=0.900 n=0.012 rimary OutFlow Max=0.75 cfs @ 12.07 hrs HW=134.53' TW=134.01' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.75 cfs @ 2.56 fps) 230207-Postdrain--Rev3 Type III24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Printed 1/20/2011 HydroCADO 9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paize 48 Summary for Pond 3P: PROP CB3 Inflow Area= 9,993 sf, 86.01%Impervious, Inflow Depth= 5.81" for 100-year event Inflow = 1.46 cfs @ 12.07 hrs, Volume= 4,837 cf Outflow = 1.46 cfs @ 12.07 hrs, Volume= 4,837 cf, Atten=0%, Lag=0.0 min Primary = 1.46 cfs @ 12.07 hrs, Volume= 4,837 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 126.35' @ 12.10 hrs Flood Elev= 128.50' Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L=25.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert 125.25'/1.24.75' S=0.0200'/' Cc=0.900 n=0.012 Primary OutFlow Max--1.23 cfs @ 12.07 hrs HW=126.28' TW=126.17' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.23 cfs @ 1.88 fps) Summary for Pond 4P: PROP CB4 Inflow Area= 6,751 sf, 71.69%Impervious, Inflow Depth= 5.35" for 100-year event Inflow = 0.95 cfs @ 12.07 hrs, Volume= 3,009 cf Outflow = 0.95 cfs @ 12.07 hrs, Volume= 3,009 cf, Atten=0%, Lag=0.0 min Primary = 0.95 cfs @ 12.07 hrs, Volume= 3,009 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 126.28'@ 12.10 hrs Flood Elev=127.40' Device Routing Invert Outlet Devices #1 Primary 124.90' 12.0" Round Culvert L=30.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.90'/124.75' S=0.0050'/' Cc=0.900 n--0.012 rimary OutFlow Max=0.48 cfs @ 12.07 hrs HW=126.19' TW=126.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.48 cfs @ 0.61 fps) Summary for Pond BIO: PROP BIORETENTION BASIN [80] Warning:Exceeded Pond DMH2 by 0.47' @ 25.20 hrs(0.78 cfs 3,455 cf) Inflow Area= 40,655 sf, 79.69%Impervious, Inflow Depth= 4.48" for 100-year event Inflow = 3.24 cfs @ 12.15 hrs, Volume= 15,184 cf Outflow = 3.23 cfs @ 12.16 hrs, Volume= 14,642 cf, Atten=0%, Lag=0.8 min Discarded = 0.00 cfs @ 12.16 hrs, Volume- 203 cf Primary = 3.22 cfs @ 12.16 hrs, Volume= 14,439 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.26'@ 12.16 hrs Surf.Area=841 sf Storage=789 cf Flood Elev= 126.00' Surf.Area= 1,225 sf Storage= 1,548 cf Plug-Flow detention time=32.0 min calculated for 14,642 cf(96%of inflow) Center-of-Mass det.time= 11.0 min(839.2- 828.3 ) 230207-Postdrain--Rev3 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 49 Volume Invert Avail Storage Storage Description #1 123.50' 1,548 cf Custom Stage Data(Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 123.50 0 0.0 0 0 0 124.00 352 127.0 59 59 1,284 126.00 1,225 164.0 1,489 1,548 2,189 Device Routing Invert Outlet Devices #1 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 125.00' 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 iscarded OutFlow Max--0.00 cfs @ 12.16 hrs HW=125.26' (Free Discharge) 1=Exflltration (Controls 0.00 cfs) Primary OutFlow Max--3.22 cfs @ 12.16 hrs HW=125.26' TW=124.63' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir (Weir Controls 3.22 cfs @ 1.23 fps) Summary for Pond DMH1: PROP DAM#1 Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 4.62" for 100-year event Inflow = 1.34 cfs @ 12.19 hrs, Volume= 7,223 cf Outflow = 1.34 cfs @ 12.19 hrs, Volume= 7,223 cf, Atten=0%, Lag=0.0 min Primary = 1.34 cfs @ 12.19 hrs, Volume= 7,223 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 126.08'@ 12.18 hrs Flood Elev= 127.90' Device Routing Invert Outlet Devices #1 Primary 125.35' 15.0" Round Culvert L=67.0' CPP,projecting, no headwall, Ke=0.900 Inlet/Outlet Invert= 125.35'/124.65' S=0.0104'/' Cc=0.900 n--0.012 Primary OutFlow Max=1.35 cfs @ 12.19 hrs HW=126.07' TW=125.70' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.35 cfs @ 2.64 fps) Summary for Pond DMH2: PROP DMH#2 [87]Warning: Oscillations may require Finer Routing or smaller dt [80] Warning:Exceeded Pond IS-2 by 0.13''@ 29.99 hrs(0.12 cfs 2,202 co Inflow Area= 38,255 sf,.84.68%Impervious, Inflow Depth= 4.54" for 100-year event Inflow = 3.08 cfs @ 12.16 hrs, Volume= 14,479 cf Outflow = 3.08 cfs @ 12.16 hrs, Volume= 14,479 cf, Atten=0%, Lag=0.0 min Primary = 3.08 cfs @ 12.16 hrs, Volume= 14,479 cf Routing by Dvn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs 230207-Postdrain--Rev3 Type III24-hr 100 year Rainfall=6.40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 H ydroCAD®9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 50 Peak Elev= 125.72'@ 12.16 hrs Flood Elev= 128.80' Device Routing Invert Outlet Devices #1 Primary 124.55' 15.0" Round Culvert L= 18.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 124.55'/124.00' S=0.0306 '/' Cc=0.900 n--0.012 rimary OutFlow Max--3.07 cfs @ 12.16 hrs HW=125.72' TW=125.26' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.07 cfs @ 2.57 fps) Summary for Pond IS-1: Infiltration System#1 (Front) Inflow Area= 18,771 sf, 86.42%Impervious, Inflow Depth= 5.78" for 100-year event Inflow = 2.55 cfs @ 12.06 hrs, Volume= 9,039 cf Outflow = 1.35 cfs @ 12.19 hrs, Volume= 8,211 cf, Atten=47%, Lag=7.8 min Discarded = 0.01 cfs @ 12.19 hrs, Volume= 987 cf Primary = 1.34 cfs @ 12.19 hrs, Volume= 7,223 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.01 hrs Peak Elev= 133.97' @ 12.19 hrs Surf.Area=2,478 sf Storage=3,139 cf Flood Elev=134.00' Sur£Area=2,470 sf Storage=3,173 cf Plug-Flow detention time= 130.2 min calculated for 8,208 cf(91%of inflow) Center-of-Mass det.time=83.9 min(843.7-759.7) Volume Invert Avail.Stora e Storage Description #lA 131.50' 2,069 cf 19.92'W x 124.00'L x 2.75'H Field A 6,794 cf Overall- 1,622 cf Embedded=5,172 cf x 40.0%Voids 42A 132.50' 1,296 cf ADS N-12 18 x 36 Inside#1 Inside= 18.2"W x 18.2"H=> 1.80 sf x 20.001=36.0 cf Outside=21.0"W x 21.0"H=>2.23 sf x 20.00'L=44.5 cf #3 132.50' 19 cf 18.0" D x 1.1'L Pipe Storage x 10 Inside#1 #4 132.50' 35 cf 18.0" D x 20.0'L Pipe Storage 3,419 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 41 Discarded 131.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 132.50' 12.0" Round Culvert L= 146.0' Ke=0.500 Inlet/Outlet Invert= 132.50'/125.45' S=0.0483 '/' Cc--0.900 n--0.012 #3 Device 2 132.50' 4.0" Vert. Orifice/Grate C=0.600 #4 Device 2 133.25' 6.0" Vert. Orifice/Grate C=0.600 #5 Device 2 133.90' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max--O.01 cfs @ 12.19 hrs HW=133.97' (Free Discharge) t-1=Exfiltration (Controls 0.01 cfs) Primary OutFlow Max=1.34 cfs @ 12.19 hrs HW=133.97' TW=126.07' (Dynamic Tailwater) t-2=Culvert (Passes 1.34 cfs of 3.73 cfs potential flow) �3=Orifice/Grate (Orifice Controls 0.48 cfs @ 5.50 fps) 4=Orifice/Grate (Orifice Controls 0.65 cfs @ 3.31 fps) 230207-Postdrain--Rev3 Type X 24-hr 100 year Rainfall=6 40" Prepared by N4HF Design Consultants,Inc. Printed 1/20/2011 HydroCADO 9 10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Page 51 Summary for Pond IS-2: Infiltration System#2 (Back) [87] Warning: Oscillations may require Finer Routing or smaller dt [80] Warning: Exceeded Pond STC2 by 0.51'@ 24.31 hrs(0.82 cfs 3,250 cf) Inflow Area= 19,484 sf, 83.02%Impervious, Inflow Depth= 5.70" for 100-year event Inflow = 2.70 cfs @ 12.06 hrs, Volume= 9,254 cf Outflow = 1.88 cfs @ 12.13 hrs, Volume= 8,041 cf, Atten=31%, Lag=4.0 min Discarded 0.01 cfs @ 12.15 hrs, Volume= 785 cf Primary = 1.87 cfs @ 12.13 hrs, Volume= 7,256 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt=0.01 hrs Peak Elev= 125.94' @ 12.15 hrs Surf.Area= 1,958 sf Storage=2,697 cf Flood Elev= 126.00' Sur£Area= 1,951 sf Storage=2,756 cf Plug-Flow detention time= 138.7 min calculated for 8,041 cf(87%of inflow) Center-of-Mass det.time=79.6 min(842.8-763.3 ) Volume Invert Avail Storage Storage Description #lA 123.50' 1,439 cf 30.48'W x 64.00'L x 2.83H Field A 5,528 cf Overall- 1,931 cf Embedded=3,597 cf x 40.0%Voids #2A 124.00' 1,488 cf ADS N-12 24 x 24 Inside#1 Inside=23.8"W x 23.8"H=>3.10 sf x 20.001=62.0 cf Outside=28.0"W x 28.0"H=>3.92 sf x 20.00'L=78.4 cf #3 124.00' 48 cf 24.0" D x 1.1'L Pipe Storage x 14 Inside#1 #4 124.00' 31 cf 24.011 D x 10.0'L Pipe Storage 3,007 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 91 Discarded 123.50' 0.170 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation=0.00' #2 Primary 124.75' 12.0" Round Culvert L= 10.0' Ke=0.500 Inlet/Outlet Invert= 124.75'/ 124.65' s=0.01001/1 Cc=0.900 n=0.012 #3 Device 2 124.75' 10.0"Vert. Orifice/Grate C=0.600 #4 Device 2 125.80' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads irded OutFlow Max=0.01 cfs @ 12.15 hrs HW=125.94' (Free Discharge) 7Exfiltration (Controls 0.01 cfs) rimary OutFlow Max--1.82 cfs @ 12.13 hrs HW=125.94' TW=125.70' (Dynamic Tailwater) 2=Culvert (Passes 1.82 cfs of 1.85 cfs potential flow) �3=Orifice/Grate (Orifice Controls 1.28 cfs @ 2.35 fps) 4=0rifice/Grate (Weir Controls 0.53 cfs @ 1.22 fps) Summary for Pond SM: PROP STORMCEPTOR#1 Inflow Area= 14,006 sf, 81.79%Impervious, Inflow Depth= 5.65" for 100-year event Inflow = 2.03 cfs @ 12.07 hrs, Volume= 6,593 cf Outflow = 2.03 cfs @ 12.07 hrs, Volume= 6,593 cf, Atten=0%, Lag=0.0 min Primary = 2.03 cfs @ 12.07 hrs, Volume= 6,593 cf 230207-Postdrain--Rev3 Type III24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants, Inc. Printed 1/20/2011 HydroCAD®9.10 s/n 01710 ©2010 HydroCAD Software Solutions LLC Paee 52 Peak Elev= 134.08'@ 12.12 hrs Flood Elev= 140.00' Device Routing Invert Outlet Devices #1 Primary 132.79' 12.0" Round Culvert L=8.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert= 132.79'/ 132.50' S=0.0362'/' Cc=0.900 n=0.012 Primary Outflow Max=1.89 cfs @ 12.07 hrs HW=134.01' TW=133.76' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.89 cfs @ 2.40 fps) Summary for Pond STC2: PROP STORMCEPTOR#2 [80] Warning: Exceeded Pond 4P by 0.09'@ 24.24 hrs(0.02 cfs 90 cf) Inflow Area= 16,744 sf, 80.24%Impervious, Inflow Depth= 5.62" for 100-year event Inflow = 2.41 cfs @ 12.07 hrs, Volume= 7,847 cf Outflow = 2.41 cfs @ 12.07 hrs, Volume= 7,847 cf, Atten=0%, Lag=0.0 min Primary = 2.41 cfs @ 12.07 hrs, Volume= 7,847 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-30.00 hrs, dt°0.01 hrs Peak Elev= 126.22'@ 12.10 hrs Flood Elev= 128.00' Device Routing Invert Outlet Devices #1 Primary 124.50' 12.0" Round Culvert L=3.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 124.501/124.40' S=0.0333 'f Cc=0.900 n=0.012 rimary OutFlow Max--2.29 cfs @ 12.07 hrs HW=126.17' TW=125.80' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.29 cfs @ 2.92 fps)