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HomeMy WebLinkAboutStormwater Report - 1503 OSGOOD STREET 6/9/2006 STORM WATER AMNA GEMENT DRAINAGE CALCULATIONS & BEST MANA GEMENT PRA CT Map 34 Lot 7 EP P�� EN 1503 Osgood StreetUo� North Andover, 2^4J V N� Prepared For: 1503 Osgood Street, LLC 2 Bridgeview Circle Tyngsborough, MA April 10, 2006 Revised: June 9, 2006 Design MEOW MHF I , Inc. ENGINEERS ® PLANNERS ® SURVEYORS 103 Stiles Road . Suite One ® Salem, NH 03079 TEL (603) 893-0720 FAX (603) 8930733 \jki OF , FRANK C. G Nffff Project# 190105 M civ EIS No. 0/STE `4 Fss/o / �,Jv , l II: TABLE OF CONTENTS: I. Cover Sheet II. Table of Contents III. Narrative a) Project Description b) Methodology c) Existing Conditions IV. Explanation of Drainage System V. Drainage Summary VI. Storm water Management: DEP -Appendix B Recharge Calculations TSS Removal Calculations Operation&Maintenance Plan VII. Pipes & Structures: a) Rip Rap Apron Calculations b) Pipe Capacity Figure c) Infiltration System Calculations d) Stormceptor Sizing Calculations VIII. Drainage Calculations (Hydrocad Printouts) (1, 2, 10, & 100-year events) IX. Maps: USGS Locus Map Roadway Locus Map SCS Soils Map Pre-development Drainage Figure Post-development Drainage Figure X. Test Pit Logs Revisions: (6-9-06) • Revise site drainage swales per VBB & Planning Board comments, update TSS calculations, drainage summary and Pre/Post Drainage figures. F:\Projects\Eng\190105\1901-Drainage Report.doc 2 III: Narra>five a) Project Description: This project entitled Site Development Plans prepared for 1503 Osgood Street, LLC is located on a 6.1-Ac parcel of land along the eastern side of Osgood Street. 1503 Osgood Street, LLC is proposing to raze the two existing single-family dwellings and construct a 3,791-sf convenience store, deli, drive-thru donut shop and gas canopy with 10 fueling locations. The site is located in the Business (B-2)District at the northeastern intersection of Osgood Street (Route 125) and Orchard Hill Road at the signalized southern intersection to Lucent Technologies. Bounded by Lucent Technologies and Osgood Street to the west, Orchard Hill Road to the south and woodlands and wetlands to the north and east, the site is vacated with two single-family dwellings, various small sheds and a gravel driveway accessed off Osgood Street. The total area of disturbance is approximately 85,000 sf, all of which is related to the construction of the site development. The disturbed area is all upland but is subject to the jurisdiction of the North Andover Wetland Protection By-laws with development occurring within 100' of a wetland. In order to control runoff from the proposed developed areas- and to prevent erosion and siltation—the site plan has been designed with a closed drainage system, consisting of curbing, catch basins and underground detention/infiltration basins. 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:APr jccts\Eng\190105\1901-Drainage Rcport.doc 3 c) Existing Conditions Map 34 Lot 7 encompasses a 6.1-acre site and is currently occupied by two vacant single-family dwellings. The single-family dwellings are located along the west of the site and accessed via gravel drives from Osgood Street. The site is wooded along the eastern portion of this site along with a large wetland system within the woods system. The site generally slopes in a northerly to southerly direction with all site runoff discharging towards the wetlands system or infiltrating into the soils because of the good soil conditions. The on-site soils consist of Windsor(WnQ and Udorthents, and described by SCS as follows: Windsor series (SCS Classification "A") consist of nearly level to very steep, deep (5+ feet), excessively drained soils on glacial outwash plains, terraces, deltas and escarpments. They formed in sandy glacial outwash. Windsor soils have a very friable or loose loamy sand or loamy fine sand surface soil, very friable or loose loamy fine sand to sand subsoil over a very friable or loose sand or fine sand substratum to a depth of 60 inches or more. They have rapid permeability. Major limitations are related to draughtiness and slope. Udorthents-Urban Land Complex series (SCS Classification "none") consists of areas of soils formed by cutting or filling for construction projects. Udorthents are near or adjacent to most of the soils of the survey area. Because of the extreme variability of Udorthents, a reference is not given. Slopes range from 0 to 25 percent. Environmental Impacts: This project is subject to both the D.E.P.'s Storm water 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. The drainage system was designed for severe storms(100-year). 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 catch basins with oil hoods and 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 Storm water Management Handbook.Before being discharged toward the wetland, the flow rate would be controlled by means of an underground detention system. Water quality would then further be treated by means of Stormceptor units and an open drainage channel designed to filter suspended solids/silt/debris prior to final discharge. F:AProjects\Eng 1\190105\1901-Drainage Report.doc 4 Stormwater recharge is implemented by underground recharge trenches (pipe and stone), which will infiltrate"clean" roof runoff only. Another safeguard against future intrusion of contaminants into the groundwater is the implementation of an Operation &Maintenance Plan, 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, and loam and seed for permanent stabilization. If all the proposed erosion control devises and procedures are adhered to, then there should be minimal or no damage to neighboring properties from work on this site. F:APrgjccts\Eng\190107\1901-Dr,,iinagc Report.doc 5 IV: Explanation ®f Drama e S stem References: 1. SCS - TRSS (Second Ed, 1986) -for runoff curve numbers. 2. SCS -Rainfall Distribution Maps. 3. SCS Soils Maps -Essex County. 4. DEP—Storm water Management Handbook The drainage system was designed utilizing a closed drainage system to achieve reduced rates of runoff at the point of analysis and would maintain a similar drainage pattern to the existing courses. The methodology is SCS TR-20, Type III rainfalls (1, 2, 10 & 100 year events). This is 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. Analysis of the pipe capacities is included herein. 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 two places: in the Hydrocad printouts (as part of the data for each "pond" in Hydrocad terminology) and also in a summary chart. The grate capacity is for a standard Neenah grate (model 3570), whose open space and capacity specifications are per the manufacturer. Storm water 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= 10% (discretionary, per Con. Com.) 2. Catch Basins with Oil Hoods and Deep Sumps to capture, treat and redirect storm water toward the proposed underground detention systems. TSS Removal Rate=25% 3. Stormceptor—which would treat storm water prior to discharge to drainage channel. TSS removal rate=70%. 4. Roof Drain Infiltration Trenches —which would recharge all rooftop runoff. TSS removal rate= 80% Groundwater Recharge: In order to provide the maximum possible groundwater recharge, the site plans have incorporated a roof drain infiltration system(trenches). Calculations supporting the rates and capacities are included below. Storm water Quantity Controls: The Underground detention systems were designed such that it would control discharges through outlet pipes for the 1, 2, 10 & 100-year events at lower than predevelopment rates to the wetland. F:APrt,iects\Eng\190105\1901-Drainage Report.doc 6 The overall system thereby achieves the following: • Control of runoff rates to abutting properties to below predevelopment rates. • Water quality maintenance—TSS removal from storm water of more than 80%. • Groundwater Recharge—through the infiltration trenches. The point of analysis is the wetland boundary. r:AProjccts\Eng\190105\1901-Drainage Rcport.doc 7 V® rainage agMMar Design Storm Pre-Development Post-Development Change (cfs) (cfs) (cfs) Existing Wetland Boundary 1-year 0.00 0.22 +0.21 2-year 0.01 0.27 +0.26 10-year 0.15 0.56 +0.41 100-year 1.29 1.38 +0.09 (All values shown are peak rates in CFS) F:\Projects\Eng\190105\1901-Drainage Report.doc 8 VI: Storm water Management & '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 there is a minimum increase in the post- development peak discharge rates in comparison to the pre-development peak discharge rates. Standard # 3• Groundwater Recharge Proposed recharge system: Roof Drain Infiltration Trenches. The infiltration system is constructed in the area of Test Pit#5 &#6. This test pit shows Sandy Loam at a depth to 31 & 24", respectively, and would be classified as a Hydrologic Group A. In accordance with Massachusetts stormwater policy, A soils require a Volume to recharge of 0.40 inches of runoff. Per the STEP—Accepted Recharge Rates sandy loam yields an infiltration rate of 1.02 inches/hour: - Volume required to be recharged: Recharge Rate x Impervious Area 0.40 inches x 1ft./ 12"x(41,169) s.f. = 1,372 c.f. Volume stored in trenches (bottom of stone to invert out): =Depth of stone x Length of field x Width of field x Void Ratio = 1,451 c.f. (See attached) Volume Stored (1,451 c.!)>Volume Required (1,372 c.f.).'.OK Standard # 4: TSS Removal Storm water volume required to be treated for quality: =0.5" x 1 Ft./12" x 41,169 s.f. (developed)= 1,715 c.f Volume stored/treated in BMPs = 5,069 c f (routed through Stormceptor)* + 1,451 c.f (stored in Roof Drain Infiltrators bottom to invert) = 6,520 c.f. Total Volume Treated> 1,715 c.f. (4 olc) *Note:Values represent actual volumes either stored or routed through system for 1 year event. F:\Projects\Eng\190105\1901-Drainage Report.doc 9 Explanation of systems: Parking and driveway areas would be treated by Catch Basins with deep sumps, then the Stormceptor, then the Drainage Channel, before final discharge. All rooftop runoff would be routed into infiltration trenches for treatment/recharge. Drainage Area BMP TSS Removal Rate Driveway/Bldg. Sweeping 10% Driveway/Bldg. Catch Basin w/sump 25% Driveway/Bldg. Stormceptor 70% Roof Infiltration Trench 80% Calculations: TSS Removal System 1: Driveway/Parking Areas: Beginning Load: 1.00 x Street Sweeping removal rate (0.10)= 0.10 Load Remaining = 1.00-0.10 =0.90 Beginning Load: 0.90 x Catch Basin removal rate (0.25) = 0.23 Load Remaining =0.90—0.23 =0.67 Remaining Load: 0.67 x Stormceptor removal rate (0.70) =0.47 Load Remaining =0.67—0.47 = 0.20 TSS Removal Rate=(1.00—0.20)=80% System 2: Roof: Average Annual Load: 1.00 x Infiltration Trench removal rate (0.80)= 0.80 Load Remaining = 1.00—0.80 =0.20 TSS Removal Rate= (1.00— .20) = 80% Standard # 5: Higher potential pollutant loads The site does contain land uses with higher potential pollutant loads. (3)Auto fueling facilities (gas station) Snow storage areas, Stormceptors and deep sump, hooded catch basins provided. Standard # 6: Protection of critical areas The site does not contain critical areas with sensitive resources. F:AProjects\Eng\190]05\190]-Drainage Report.doc 10 Standard # 7: Redevelopment projects The site 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 Construction Phase The BMPs associated with this project will be owned by 1503 Osgood Street, LLC., who will be responsible for inspection, operation and maintenance. 1) The contractor is to install and maintain drainage facilities as shown on plan(190105, by MHF Design Consultants, Inc., last revised June 2006). 2) Prior to construction, all erosion/silt control devices shown on above plan are to be installed. To prevent silt intrusion into surrounding areas during construction, the contractor is to set silt fencing at all slopes which may erode in the direction of any open drainage facilities or abutting property. Such preventive measures are to be maintained throughout the construction process. 3) All construction of drainage facilities is to be inspected by inspectors from the Town of North Andover and by an authorized agent to verify conformance to the design plan. 4) The sequence of drainage construction shall be as follows: a) Clear, grub, excavate areas for infiltration and detention systems. b) Install catch basins, pipes, stormceptors and infiltration and detention systems. c) Trench and install drainage swales. 5) Erosion controls are to be inspected and maintained on a daily basis. Upon discovery of siltation build-up in any catch basin sumps,Storrnceptor unit, infiltration trenches or any other structures, cleaning shall be performed. 6) All exposed soils shall be immediately stabilized with a layer of mulch hay. 7) Upon installation of catch basins, inlet protection- as described on aforementioned plan- shall be installed and maintained until ready for paving. 8) Prior to construction of impervious areas, all drainage structures and pipes shall be installed and inspected for proper function. During construction of other site features, all drainage F:AProjects\Eng\190105\1901-Drainage Rcport.doc 11 facilities shall be inspected on a daily basis and cleaned/repaired immediately upon discovery of sediment build-up or damage. 9) After paving is installed, it shall be swept clean on a monthly basis. Post-Development Phase The owner is to be responsible for maintenance of all drainage structures in the project-including drainpipes and infiltration and detention systems. The future owner is expected to be 1503 Osgood Street, LLC., who will ultimately be responsible for compliance with Plan. Regular maintenance is to include the following: 1) Inspection of all drainage facilities (catch basins, drainage swale, Stormeeptors, underground detention and infiltration system,) every three months. During the first year of operation, all drainage facilities should be inspected after every large storm, and 2-3 days afterward. During these inspections the inspector as designated by 1503 Osgood Street, LLC., shall look for evidence of the following: structural damage, silt accumulation(near inlet inverts on catch basins), and improper function. 2) After inspection, if any of the above conditions exist,the inspector shall notify 1503 Osgood Street, LLC., who shall immediately arrange for all necessary repairs and sediment removal. 3)Parking areas are to be swept clean every three months spring through fall and otherwise as needed (i.e. visually noticeable debris build-up). 4) The Catch Basins, Drainage Swales, Infiltration Trenches, Detention System and Stormceptors are to be inspected every three months. Remove oil, debris and sediment after inspections. 5) All graded slopes shall be inspected every spring for erosion. Upon discovery of any failure (i.e. erosion)loam and seed shall be put in place and nurtured. 6)During the winter months, all snow is to be stored such that snowmelt is controlled within the paved area and enters the storm water treatment systems. In the event the amount of snow exceeds such capacity, it is to be removed ofd site. The minimum amount of deicing chemicals needed is to be used. No toxic chemicals are to be used for snow or ice control. 7)During the summer months, all landscape features are to be maintained with the minimum possible amount of fertilizers, pesticides or herbicides. If in question, maintenance personnel should check with the Conservation Commission. All personnel involved with the maintenance of landscaping will be informed of this condition. F:AProjccts\Eng\190105\1901-Drainage Report.doc 12 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Appendix Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important: When filling out 1. The proposed project is: forms on the computer, use a. New development ® Yes ❑ No only the tab key to move b. Redevelopment ❑ Yes ❑ No your cursor- do not use the (If yes, distinguish redevelopment components from return key. c. Combination El Yes El No new development components on plans). 2. Stormwater runoff to be treated for water quality is based on the following calculations: a. 1­11 inch of runoff x total impervious area of post-development site for discharge to critical areas yew„ (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, swimming beaches, cold water fisheries). Note: b. ® 0.5 inches of runoff x total impervious area of post-development site for other resource areas. This August 2003 version of the Stormwater Management B. Stormwater Management Standards Form supersedes earlier versions DEP's Stormwater Management Policy(March 1997) includes nine standards that are listed on the including those contained in following pages. Check the appropriate boxes for each standard and provide documentation and DEP's additional information when applicable. Stormwater Handbooks. Standard#1: Untreated stormwater a. ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to,wetlands and waters. Standard#2: Post-development peak discharges rates a. ❑ Not applicable—project site contains waters subject to tidal action. Post-development peak discharge does not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr, 10-yr, and 100-yr, 24-hr storm. b. ❑ Without stormwater controls c. ® With stormwater controls designed for the 2-yr, and 10-yr storm, 24-hr storm. d. ® The project as designed will not increase off-site flooding impacts from the 100-yr, 24-hr storm. wpaappb.doo-rev.9/4/03 Stormwater Management Form-Pagel of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix Stormwater Management Form 1 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cunt.) Standard#3: Recharge to groundwater Amount of impervious area (sq. ft.)to be infiltrated: 41,169 sf a.square feet Volume to be recharged is based on: b. ® The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA) or any combination of groups: 100 A 1.%of impervious area 2.Hydrologic soil group 3.%of impervious area 4.Hydrologic soil group 5.%of impervious area 6.Hydrologic soil group 7.%of impervious area 8.Hydrologic soil group c. ❑ Site specific pre-development conditions: 1.Recharge rate 2.Volume d. Describe how the calculations were determined: See recharge calculations herein e. List each BMP or nonstructural measure used to meet Standard#3 (e.g. dry well, infiltration trench). Roof drain infiltration trenches Does the annual groundwater recharge for the post-development site approximate the annual recharge from existing site conditions? f. ® Yes ❑ No Standard#4: 80%TSS Removal a. ® The proposed stormwater management system will remove 80% of the post-development site's average annual Total Suspended Solids (TSS) load. b. Identify the BMP's proposed for the project and describe how the 80%TSS removal will be achieved. Catch basins with deep sumps, infiltration trenches, Stormceptor unit, street sweeping wpaappb.doc•rev.9/4/03 Stormwater Management Form•Page 2 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) c. If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard#5: Higher potential pollutant loads See Stormwater Policy Handbook Does the project site contain land uses with higher potential pollutant loads Vol. I, page 1-23, for land uses of a. ® Yes ❑ No b. If yes, describe land uses: high pollutant Gas Station loading(see Instructions). c. Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed.) Infiltration of Convenience Store and Canopy Rooftops, Deep sump catch basins, Stormceptor Treatment unit,street sweeping Standard#6: Protection of critical areas See Stormwater Will the project discharge to or affect a critical area? Policy Handbook Vol. I, page 1-25, a ❑ Yes ® No b. If yes, describe areas: for critical areas (see Instructions). c. Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. I: wpaappb.doc-rev.914103 Stormwater Management Form•Page 3 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note: Standard#7: Redevelopment projects components of redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously a. ❑ Yes N No b. If yes,the following stormwater management standards have been met: undeveloped areas do not fall under the scope of Standard 7. c.The following stormwater standards have not been met for the following reasons: d. ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Standard#8: Erosion/sediment control a. ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard#9: Operation/maintenance plan a. ® An operation and maintenance plan for the post-development stormwater controls have been developed.The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Site Development Plans prepared for 1503 Osgood Street, LLC 6/9/06 b.Plan[Title c.Date Stormwater Management, Drainage Calculations, and Best Management 6/9/06 Practices e.Date wpaappb.doc•rev.9/4103 Stormwater Management Form-Page 4 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Submittal Requirements Online Users: DEP recommends that applicants submit this form, as well as, supporting documentation and plans, Include your with the Notice of Intent to provide stormwater management information for Commission review document consistent with the wetland regulations (310 CMR 10.05 (6)(b)) and DEP's Stormwater Management transaction Policy (March 1997). If a particular stormwater management standard cannot be met, information number should be provided to demonstrate how equivalent water quality and water quantity protection will be (provided on provided. DEP encourages engineers to use this form to certify that the project meets the stormwater your receipt management standards as well as acceptable engineering standards. For more information, consult page)with all the Stormwater Management Policy. supplementary information you submit to the Department. D. Signatures Applicant Name Date Signature Representative(if any) Date Signature wpaappb.doc•rev.914/03 Stormwater Management Form•Page 5 of 5 V11.9 Pipes and Structures F:Trojects\Eng\190105\1901-Drainage Report.doc 13 0 W W r- z H 0 0 g N N p O z w° 12 n 12. 11 H Ufi Ufi O 0.10 50 5,O0O n> 15 40 4,000 1?/ 30 3,000 / 18 dLL 15- 005 20 2,000 0.90 LOW 21 0.04 0.70 0.6 18--24 003 050 T M b i,000 /0.40 21--27 OA2 .2 f 30 W / a 0.30 24 33 y 5A 500 N 27--36 ° 40 400c 9 0'90 30 OAI. W 30 300 33 42 a C 36 48 y2.0 200 o ' r 0.10 042--54 W 005 W W FULL 60 0 0.004 ¢ IA 100 a 0.90 FLOW 48 H = 0.70 66 . D O03 H 0.60 54--72 ° 0.50 a a a 60 Cy U5 60 v C 040 66 B4 D.OD2 90 0,40 40 0.30 72--90 0.30 30 ° 7B 102 108 0.20 84 114. 0.001 0.20 20 120 96 102 IDS QIO 10 114 OA005 O JO 120 b) Pipe Capacity Figure Flow capacities of corrugated polyethylene pipe (CPEP) F:AProjects\Eng\190105\1901-Drainage Report.doc 14 Detention System Buoyancy Calculations The minimum depth of cover(H) required to resist uplift can be calculated from Equations 3 and 4 below: U =Wsoil+ Wpipe(3) where Wpipe=weight of the pipe, lb/linear ft of pipe H = Hdry+ Hsub(4) Table 2: Typical 1tVei hts and O.Ds of ADS N-12 Pipe Nominal 0.A,AVera re, itt. t) Wei rht !±12) 12 14.45 (1.20) 3.19 15 17.57 (1.46) 4.63 18 21,20 1.77) 6.43 10 24 27.5[) (232) 11.02 30 35.10 (3.111) 16.08 36 41.71) (3.54) 21.14 42 47.70 (3.90) 26.43 48 52.70 (4.39) 34.14 60 65.50 (5.46) 56.16 45 - - r IT —r - 15" - - - - - - - -t-1U' 24"36' -42' .�...q2' — — 48' ' 35 - W �. r '�d VC V K r ■ 5 _ - - 0 0 10 20 30 40 GROUNDWATER LEVEL RELATNETJTOP OF PIPE(M) FlFl feure 33: Minimum soil cover required to prevent pipe flotation at varying water table depths. Note: Water Level depths are in Inches Above Top of Pipe Ground Water Level Relative to Pipe= - 24" (ie. 24" below top) Solution: Min. cover required to prevent floatation=n/a (Falls off table) Minimum cover provided= 18"+ (� ok) F:\Projcc1s\1✓ng\190105\1901-Drainage Report.doc 15 OUTLET APRON DESIGN Project: RANGER DEVELOPMENT Job# 190105 Date: 10-Apr-06 Outlet# (from HydroCAD UG DET-1) MHO Design Consultants, Inc. Qio= 2.71 cfs Do= 12 inches ENGINEERS ® PLANNERS SURVEYORS Tw= 0.5 feet 103 Stiles Road ® Suite One • Salem, NH 03079 Design Criteria TEL (603)893-0720 Apron Dimensions FAX (603) 893-0733 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 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+71)o La= 11.88 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+7Do La= 15.13 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= 14.88 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= 9.05 feet 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: d50=0.02*Q^4/3/(Tw*D,,) d5o= 1.81 inches USE 3 inches d5o minimum 3 inches Where: d5o 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 D,,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 d5o. The largest stone size in the mixture shall be 1.5 times the d5o 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 Formulas Used(Reference NHDES Handbook,Pages 7-114, 7-115) OUTLET APRON DESIGN Project: RANGER DEVELOPMENT Job# 190105 Date: 10-Apr-06 Outlet# (from HydroCAD UG DET-2) HF Design Consultants, Inc. Qio= 0.69 cfs Do= 12 inches ENGINEERS o PLANNERS o SURVEYORS Tw= 0.5 feet 103 Stiles Road a Suite One - Salem, NH 03079 Design Criteria TEL(603)893-0720 Apron Dimensions FAX (603) 893-0733 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 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/DOA 3/2+7Do La= 8.24 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/DoA1.5+713o La= 9.07 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= 11.24 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= 6.63 feet 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: d50=0.02*Q^4/3/(Tw*Do) d50= 0.29 inches USE 3 inches d5o minimum 3 inches Where: d5o 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 D,,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 BW. 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 Formulas Used(Reference NHDE,SHandbook, Pages 7-114, 7-115) INFILTRATION SYSTEM RECHARGE/STORAGE CALCULATIONS Job: 190105: 1503 Osgood Street- N.Andover System #1 (Canopy & Store Roof) # ,DIAMETER LENGTH, :_ '.WIDTH 'DEPTH -VOL ;CFS { PIPES: (4' O.C.) 4 2.0 60 14 754.0 INTERMEDIARY PIPES 6 2.0 2 37.7 STONE: 64 18 2.5 2880 STONE - PIPE 835.3 TOTAL STORAGE: 1627.0 STORAGE @ 0.5': 64 1 18 1 230.4 Storage to Inv. Out SEE HYDROCAD PRINTOUTS RECHARGE RATE: 0.027 INFILTR. RATE: 1.02 SEC/IN = 0.000283 VOID RATIO: 10.4 Pipe storage includes length of pipes and intermediary 2' segments between rows STEP -ACCEPTED RECHARGE RATES Soil Texture Hydro Soil Group Infiltration Rate (in/hr) Sand A 8.27 Loamy Sand A 2.41 ,'Sandy.Loam B 1:02 Loam B 0.52 Silt Loam C 0.27 Sandy Clay Loam C 0.17 Clay Loam C 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 Rinker Stormceptor CD Sizing Program United States Version 4.0.0 Project Details Project RANGER DEVELOPMENT Project# 190105 Location DMH-1 (STC#1) Company MHF DESIGN Date 3-22-06 Contact CHRIS TYMULA Selected Rainfall Station Particle Size Distribution State MASSACHUSETTS Diam.(um) Percent(%) Spec.Gravity Name BOSTON LOGAN AP I D# 20 20 1.30 Elev.(ft) 20 60 20 1.80 Latitude N 42 deg 21 min Longitude W 71 deg min 150 20 2.20 400 20 2.65 Site Parameters 2000 20 2.65 Total Area(ac) .55 Imperviousness(%) 46. Impervious Area(ac) .25 Stormceptor Sizing Table Stormceptor Model %Runoff Treated %TSS Removal STC 450 92 89 STC 900 98 93 STC 1200 98 93 STC 1800 98 94 STC 2400 99 95 STC 3600 99 96 STC 4800 100 97 STC 6000 100 97 STC 7200 100 97 STC 11000 100 98 STC 13000 100 98 STC 16000 100 99 Comments: Rinker Stormceptor CD Sizing Program United States Version 4.0.0 Project Details Project RANGER DEVELOPMENT Project# 190105 Location DMH-2(STC#2) Company MHF DESIGN Date 3-22-06 Contact CHRIS TYMULA Selected Rainfall Station Particle Size Distribution State MASSACHUSETTS Diam.(um) Percent(%) Spec.Gravity Name BOSTON LOGAN AP I D# 20 20 1.30 Elev.(ft) 20 60 20 1.80 Latitude N 42 deg 21 min Longitude W 71 deg min 150 20 2.20 400 20 2.65 Site Parameters 2000 20 2.65 Total Area(ac) .37 Imperviousness(%) 95. Impervious Area(ac) .35 Stormceptor Sizing Table Stormceptor Model %Runoff Treated %TSS Removal STC 450 89 86 STC 900 97 92 STC 1200 97 92 STC 1800 97 92 STC 2400 99 94 STC 3600 99 94 STC 4800 100 96 STC 6000 100 96 STC 7200 100 97 STC 11000 100 98 STC 13000 100 98 STC 16000 100 98 Comments: Rinker Stormceptor CD Sizing Program United States Version 4.0.0 Project Details Project RANGER DEVELOPMENT Project# 190105 Location CB-6(STC#3) Company MHF DESIGN Date 3-22-06 Contact CHRIS TYMULA Selected Rainfall Station Particle Size Distribution State MASSACHUSETTS Diam.(um) Percent Spec.Gravity Name BOSTON LOGAN AP I D# 20 20 1.30 Elev.(ft) 20 60 20 1.80 Latitude N 42 deg 21 min Longitude W 71 deg min 150 20 2.20 400 20 2.65 Site Parameters 2000 J 20 2.65 Total Area(ac) .16 Imperviousness(%) 94. Impervious Area(ac) .15 Stormceptor Sizing Table Stormceptor Model %Runoff Treated %TSS Removal STC 450 98 92 STC 900 100 95 STC 1200 100 95 STC 1800 100 96 STC 2400 100 97 STC 3600 100 97 STC 4800 100 98 STC 6000 100 98 STC 7200 100 98 STC 11000 100 99 STC 13000 100 99 STC 16000 100 99 Comments: VIII: PRE-DEVELOPMENT 1, 2, 10, 100-Fear Storms F:AProjects\Eng\190105\1901-Drainage Report.doc 16 is DRAINAGE TO WETLI�XNDS Stabca Reach on [rUn k Drainage Diagram for 1901-PREDRAIN-Rev 6-9-05 Prepared by MHF Design Consultants, Inc. 6/9/2006 HydroCAD®7.10 s/n 001710 0 2005 HydroCAD Software Solutions LLC 1901-PREDRAIN-Rev 6-9-05 Type III 24-hr 1 year Rainfall=2.50" Prepared by MHF Design Consultants, Inc. Page 2 HydroCAD®7 10 A 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 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:DRAINAGE TO WETLANDS Runoff Area=115,092 sf Runoff Depth=0.00" Flow Length=460' Tc=9.8 min CN=43 Runoff--0.00 cfs 0 cf Total Runoff Area=115,092 sf Runoff Volume=0 cf Average Runoff Depth=0.00" 1901-PIZEARAIN-Rev 6-9-05 Type III 24-hr]-year Rainfall=2.50" Page 3 Prepared by MHF Design Consultants,Inc. ons LLC 6/9/2006 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Soluti Subcatchment 1S: DRAINAGE TO WETLANDS [45]Hint:Runoff--Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Depth= 0.00° 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° Areas CN Descri on 73,536 36 Woods,Fair,HSG A 3,183 98 Paved parking&roofs 5,784 76 Gravel roads,HSG A 32,589 49 50-75%Grass cover,Fair HSG A 115,092 43 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 40 0.0670 0.1 Sheet Flow, Woods: Light underbrush n7-0.400 P2=3.10" 0.9 200 0.0550 3.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 60 0.0500 2.2 Shallow Concentrated Flow, Nearly Bare&Untilled Kv= 10.0 fps 2.0 160 0.0700 1.3 Shallow Concentrated Flow, Woodland Kv=5 0 fps 9.8 460 Total 1901-PREDRMN-Rev 6-9-05 Type X 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Page 4 H drOCAD®7.10 s/n 001710 02005 H droCAD Software Solutions LLC 6/9/2006 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:DRAINAGE TO WETLANDS Runoff Area=115,092 sf RunoffDepth=0.01" Flow Length=460' Tc=9.8 min CN=43 Runoff--0.01 cfs 141 of Total Runoff Area=115,092 sf Runoff Volume=141 of Average Runoff Depth=0.01" 1901-PREDRAIN-Rev 6-9-05 Type X 24-hr 2-year Rainfall=3.10" Prepared by NII F Design Consultants,Inc. Page 5 H droCAD®7.10 s/n 001710 0 2005 HydroCAD Software Solutions LLC 6/9/2006 Subcatchment 1S: DRAINAGE TO WETLANDS Runoff = 0.01 cfs @ 21.36 hrs, Volume= 141 cf, Depth= 0.01° Runoff by SCS -IR-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 73,536 36 Woods,Fair,HSG A 3,183 98 Paved parking&roofs 5,784 76 Gravel roads,HSG A 32,589 49 50-75%Grass cover,Fair HSG A 115,092 43 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 6.5 40 0.0670 0.1 Sheet Flow, Woods:Light underbrush n7--0.400 P2=3.10" 0.9 200 0.0550 3.5 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 0.4 60 0.0500 2.2 Shallow Concentrated Flow, Nearly Bare&Untilled Kv= 10.0 fps 2.0 160 0.0700 1.3 Shallow Concentrated Flow, Woodland Kv=5 0 fps 9.8 460 Total 1901-PREDRAIN-Rev 6-9-05 Type III 24-hr 10 year Rainfall=4.50" Prepared by NffW Design Consultants,Inc. Page 6 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Time span=0.00-30.00 hrs,d1=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:DRAINAGE TO WETLANDS Runoff Area=115,092 sf Runoff Depth=0.23" Flow Length=460' Tc=9.8 min CN=43 Runoff=0.15 cfs 2,170 cf Total Runoff Area=115,092 sf Runoff Volume=2,170 cf Average Runoff Depth=0.23" 1901-PREDRAIN-Rev 6-9-05 Type III 24-hr 10 year Rainfall=4.50" Prepared by NUV Design Consultants,Inc. Page 7 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Subcatchment 1S: DRAINAGE TO WETLANDS Runoff = 0.15 cfs @ 12.49 hrs, Volume= 2,170 cf, Depth= 0.23" 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" Areas CN Description 73,536 36 Woods,Fair,HSG A 3,183 98 Paved parking&roofs 5,784 76 Gravel roads,HSGA 32,589__ 49 50-75%Grass cover,Fair HSG A 115,092 43 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) MM) Msec) (cfs) 6.5 40 0.0670 0.1 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 0.9 200 0.0550 3.5 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 0.4 60 0.0500 2.2 Shallow Concentrated Flow, Nearly Bare&Untilled Kv= 10.0 fps 2.0 160 0.0700 1.3 Shallow Concentrated Flow, Woodland Kv=5.0 fps 9.8 460 Total 1901-PREDRAIN-Rev 6-9-05 Type X 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 8 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 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:DRAINAGE TO WETLANDS Runoff Area=115,092 sf Runoff Depth--0.83" Flow Length=460' Tc=9.8 min CN=43 Runoff=1.29 cfs 7,927 cf Total Runoff Area=115,092 sf Runoff Volume=7,927 cf Average Runoff Depth=0.83" 1901-PREDRAIN-Rev 6-9-05 Type III 24-hr 100-year Rainfall=6 40" Prepared by MI-IF Design Consultants,Inc. Page 9 HydroCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Subcatchment 1S: DRAINAGE TO WETLANDS Runoff = 1.29 c£s @ 12.21 hrs, Volume= 7,927 cf, Depth= 0.83" 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(so CN Description -- 73,536 36 Woods,Fair,HSGA 3,183 98 Paved parking&roofs 5,784 76 Gravel roads,HSG A 32,589 49 50-75%Grass cover,Fair HSG A 115,092 43 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft%ft) (ft/sec) (cfs) 6.5 40 0.0670 0.1 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 0.9 200 0.0550 3.5 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 0.4 60 0.0500 2.2 Shallow Concentrated Flow, Nearly Bare&Untilled Kv= 10.0 fps 2.0 160 0.0700 1.3 Shallow Concentrated Flow, Woodland Kv=5.0 fps 9.8 460 Total POST-DEVELOPMENT: 1, 2, 10, 100-Fear Storms F:AProjccts\Eng\190107\1901-Drainage Rcport.doc 17 2S 2R CB 2 3P 4S CB DMH-1 cB CB 1 3 4 10S CB o MH-2 1 R 1 S IWSYS, ❑ O 3S O a I i 8S CB I � d— 6 1 P I U 7S I I CD i 6S 5S ---�-- CB SubCa Reach and Link Drainage DirFDesign r -POSTDRAIN-Rev 6-9-06 Prepared by M Consultan s, /9/2006 HydroCADO 7.10 s ©2005 HydroCAD Software Solutwns 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by NVI1 IF Design Consultants,Inc. Page 2 H droCADO 7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Time span=0.00-40.00 hrs,dt=0,05 hrs, 801 points Runoff by SCS TR 20 method,UH=SCS Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S:DRAINAGE TO CB-1 Runoff Area--12,703 sf Runoff Depth=0.00" TG--5.0 min CN=39 Runoff--0.00 cfs 0 of Subcatchment 2S:DRAINAGE TO CB-2 Runoff Area=6,463 sf Runoff Depth=2.27" Tc=5.0 min CN=98 Runoff--0.36 cfs 1,223 cf Subcatchment 3S:DRAINAGE TO CB-3 Runoff Area=4,586 sf Runoff Depth=2.27" Tc=5.0 min CN=98 Runoff=0.26 cfs 868 cf Subcatchment 4S:DRAINAGE TO CB-4 Runoff Area=9,230 sf Runoff Depth=2.06" Tc=5.0 min CN=96 Runoff=0.49 cfs 1,585 cf Subcatchment 5S•DRAINAGE TO CB-5 Runoff Area--9,964 sf Runoff Depth=0.74" Tc=5.0 min CN=77 Runoff--O.19 cfs 615 cf Subcatchment 6S:DRAINAGE TO CB-6 Runoff Area=10,263 sf Runoff Depth=0.84" Tc=5.0 min CN=79 Runoff=0.22 efs 716 of Subcatchment 7S•ROOF RUNOFF Runoff Area--4,321 sf Runoff Depth=2.27" Tc=5.0 min CN=98 Runoff=0.24 cfs 818 cf Subcatchment 8S: CANOPY RUNOFF Runoff Area=3,624 sf Runoff Depth=2.27" Tc=5.0 min CN=98 Runoff=0.20 cfs 686 of Subcatchment 10S:DRAINAGE TO WETLANDS Runoff Area=53,938 sf Runoff Depth=0.00" Tc=5.0 min CN=41 Runoff--0.00 cfs 0 of Reach 1R:DRAINAGE CHANNEL Peak Depth=0.22' Max Vet=0.8 fps Inflow=0.11 cfs 716 cf n=0.070 L=100.0' S=0.0300'/' Capacity=6.71 cfs Outflow=0.11 cfs 716 of Reach 2R:DRAINAGE CHANNEL Peak Depth=0.27' Max Vet=0.5 fps Inflow=0.11 cfs 4,291 of n=0.070 L=60.0' S=0.0100'P Capacity=3.87 cfs Outflow=0.11 cfs 4,291 cf Pond 1: PROP.CB-1 Peak Elev=78.50' Inflow--0.00 cfs 0 cf 12.0"x 20.0'Culvert Outflow--0.00 cfs 0 of Pond 1P:PROP.UG-DET SYSTEM-2 Peak Elev=0.00' Storage--O cf Primary=0.00 cfs 0 of Pond 2: PROP.CB-2 Peak Elev=76.02' Inflow=0.36 cfs 1,223 cf 12.0"x 35.0'Culvert Outflow=0.36 cfs 1,223d Pond 3: PROP. CB-3 Peak Elev=78.60' Inflow=0.26 cfs 868 cf 12.0"x 30.0'Culvert Outflow--0.26 cfs 868 cf 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by M IF Design Consultants,Inc. Page 3 HydroCAD 87 10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Pond 3P:WETLANDS DESIGN POINT Inflow--0.22 cfs 5,008 cf Primary=0.22 cfs 5,008 cf Pond 4:PROP.CB-4 Peak Elev=78.92' Inflow=0.49 cfs 1,585 of 12.0"x 20.0'Culvert Outflow--0.49 cfs 1,585 of Pond 5:PROP.CB-5 Peak Elev=80.21' Inflow=0.19 cfs 615 cf 12.0"x 150.0'Culvert Outflow--O.19 cfs 615 of Pond 6:PROP.CB-6(STORMCEPTOR) Peak Elev=82.14' Inflow--0.22 cfs 716 cf 12.0"x 5.0'Culvert Outflow--0.22 cfs 716 of Pond DMH-1:PROP.DMH 1 (STORMCEPTOR) Peak Elev=76.02' Inflow--0.61 cfs 2,091 of 12.0"x 5.0'Culvert Outflow--0.61 cfs 2,091 cf Pond DMH-2:PROP.DMH-2(STORMCEPTOR) Peak Elev=78.51' Inflow--0,67 cfs 2,200 cf 12.0"x 20.0'Culvert Outflow--0.67 cfs 2,200 of Pond INF SYS-1:PROP.INFILTRATION SYSTEM-1 Peak Elev=82.10' Storage=592 cf Inflow=0.44 cfs 1,503d Discarded=0.03 cfs 1,505 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 1,505d Pond U-G-DET-1: PROP.UG-DET SYSTEM-1 Peak Elev=76.02' Storage=1,911 cf Mow--l.28 cfs 4,291 cf Outflow=0.11 cfs 4,291 of Pond U-G-DET-2:PROP.UG-DET SYSTEM-2 Peak Elev=81.86' Storage--107 cf Inflow--0.22 cfs 716 of Outflow--O.11 cfs 716 cf Total Runoff Area=115,092 sf Runoff Volume=6,511 of Average Runoff Depth=0.68" 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by NR F Design Consultants,Inc. Page 4 HydroCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Subcatchment 1S: DRAINAGE TO CB-1 [49]Hint: Tc<2dt may require smaller dt [45]Hint:Runof F--Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 ct Depth= 0.00" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt-7-0,05 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 12,703 39 >75%Grass cover,Good,HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: DRAINAGE TO CB-2 Drainage area includes"future parking loamed and seeded"and assumes area is paved for CN values. [49]Hint:Tc<2dt may require smaller dt Runoff = 0.36 c£s @ 12.07 hrs, Volume— 1,223 cf, Depth= 2.27" Runoff by SCS [R-2o method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sfl CN Description 6,463 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: DRAINAGE TO CB-3 [49]Hint:Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.07 hrs, Volume= 868 cf, Depth= 2.27" Runoff by SCS TR-20 method,UH=SCS,Time Span 0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sfl CN Description 4,586 98 Paved parking&roofs 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Page 5 H droCADV 7.10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: DRAINAGE TO CB-4 [49]Hint: Tc<Ldt may require smaller dt Runoff = 0.49 cfs @ 12.07 brs, Volume= 1,585 cf, Depth= 2.06" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 brs,dt--0.05 brs Type III 24-hr 1-year Rainfall=2.50" _ Area(sf) CN Description 8,872 98 Paved parking&roofs 358 39 >75%Grass cover,Good HSG A 9,230 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: DRAINAGE TO CB-5 [49]Hint: Tc«dt may require smaller dt Rxmoff = 0.19 cfs @ 12.09 brs, Volume= 615 cf, Depth= 0.74" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 brs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 6,394 98 Paved parking&roofs 374 39 >75%Grass cover,Good,HSG A 3,196 39 >75%Grass cover,Good HSG A 9,964 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: DRAINAGE TO CB-6 [49]Hint:Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.09 hrs, Volume= 716 cf, Depth= 0.84" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 brs,dt--0.05 hrs Type III 24-hr 1-year Rainfall=2.50" 1901-POSTDRAIN-Rev 6-9-06 Type HI 24-hr 1-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Page 6 H droCAD®7.10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Area(sf) CN Description 6,909 98 Paved parking&roofs 3,354 39 >75%Grass cover,Good HSG A 10,263 79 Weighted Average Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: ROOF RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.24 cfs @ 12.07 brs, Volume= 818 cf, Depth= 2.27" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 brs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 4,321 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: CANOPY RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.20 cfs @ 12.07 hrs, Volume= 686 cf, Depth= 2.27" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 1-year Rainfall=2.50" Area(sf) CN Description 3,624 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: DRAINAGE TO WETLANDS [49]Hint: Tc<2dt may require smaller dt [45]Hint: Runoff­-Zero Runoff = 0,00 cfs @ 0.00 brs, Volume- 0 cf, Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 1-year Rainfall=2.50" 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr]-year Rainfall=2.50" Prepared by MI F Design Consultants,Inc. Page 7 HydroCAD®7 10 A 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Area(sf) CN Description 33,967 36 Woods,Fair,HSG A 19,971 49 50-75%Grass cover,Fair,HSG A 53,938 41 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fl/ft) (fusee) (cfs) 5.0 Direct Entry, Reach 1R: DRAINAGE CHANNEL Inflow Area= 18,208 sf, Inflow Depth= 0.47" for 1-year event Inflow = 0.11 cfs @ 12.26 hrs, Volume= 716 cf Outflow = 0.11 cfs @ 12.29 hrs, Volume= 716 cf, Atten=0%, Lag= 1.7 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dr=0.05 hrs Max Velocity=0.8 fps, Min. Travel Time=2.1 min Avg.Velocity=0.4 fps, Avg. Travel Time=4.5 min Peak Depth=0.22'@ 12.29 hrs Capacity at bank full=6.71 cfs Inlet Invert=81.00', Outlet Invert=78.00' 0.00' x 1.00' deep channel, n=0.070 Side Slope Z-value=3.0'f Top Width=6.00' Length=100.0' Slope=0.0300'/' Reach 2R: DRAINAGE CHANNEL Inflow Area= 42,946 sf, Inflow Depth= 1.20" for 1-year event Inflow = 0.11 cfs @ 13.02 hrs, Volume= 4,291 cf Outflow = 0.11 cfs @ 13.04 hrs, Volume= 4,291 cf, Atten=0%, Lag= 15 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Max.Velocity=0.5 fps, Min. Travel Time= 1.9 min Avg.Velocity=0.3 fps, Avg. Travel Time=3.4 min Peak Depth=0.27'@ 13.04 hrs Capacity at bank full=3.87 cfs Inlet Invert=74.60', Outlet Invert=74.00' 0.00' x 1.00' deep channel, n7-0.070 Side Slope Z-value=3.0'/' Top Width=6.00' Length=60.0' Slope=0.0100'/' Pond 1: PROP. CB-1 Inflow Area= 12,703 sf, Inflow Depth= 0.00" for 1-year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= Oct Atten=0°/", Lag=0.0 min Primary = 0,00 cfs @ 0,00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs 1901-POSTDRAI[N-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by MW Design Consultants,Inc. Page 8 H droCADO 7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Peak Elev=78.50' @ 0.00 hrs Flood Elev=81.50' Plug-Flow detention time=(not calculated: initial storage excedes outflow) Center-of-Mass det. time=(not calculated:no inflow) Device Routin Invert Outlet Devices #1 Primary 78.50' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=78.00' S=0.0250 '/' Cc=0.900 n--0.012 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=78.50' TW=75.00' (Dynamic Tailwater) t-l=Culvert (Controls 0.00 cfs) Pond 1P: PROP. UG-DET SYSTEM-2 [43]Hint: Has no inflow(Outflow--Zero) Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 hrs Peak Elev=0.00' @ 0.00 brs Surf.Area=0 sf Storage=0 cf Flood Elev=83.50' Surf Area=0 sf Storage=2,749 cf Plug-Flow detention time=(not calculated) Center-of-Mass det. time=(not calculated) Volume Invert Avail Storage Storage Description #1 79.50' 2,513 cf 48.0"D x 50.00'L Horizontal Cylinder x 4 42 79.50' 188 cf 48.0"D x 2.50'L Horizontal Cylinder x 6 43 79.50' 47 cf 24.0"D x 15.001L Horizontal Cylinder 2,749 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 78.70' 12.0" x 10.0' long Culvert Ke=0.500 Outlet Invert=78.50' S=0.0200 'f Cc=0.900 n7-0.012 #2 Device 1 79.50' 2.0"Vert.Orifice/Grate C=0.600 #3 Device 1 80.75' 3.0"Vert.Orifice/Grate C=0.600 #4 Device 1 83.50' 18.0" Horiz.Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max--0.00 cfs @ 0.00 hrs HW=0.00' TW=81.00' (Dynamic Tailwater) t-1--Culvert (Controls 0.00 cfs) 2-=Orifice/Grate (Controls 0.00 cfs) 3=Orifice/Grate (Controls 0.00 cfs) -Orifice/Grate (Controls 0.00 cfs) Pond 2: PROP. CB-2 Inflow Area= 6,463 sf, Inflow Depth= 2.27" for 1-year event Inflow = 0.36 cfs @ 12.07 hrs, Volume= 1,223 cf Outflow = 0.36 cfs @ 12.07 hrs, Volume= 1,223 cf, Atten=0%, Lag=0.0 min Primary = 0.36 cfs @ 12.07 hrs, Volume= 1,223 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs 1901-POSTDRAIN-Rev 6-9-06 Type II I24-hr]-year Rainfall=2.50" Page 9 Prepared by MHF Design Consultants,Inc. H droCAD®7.10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Peak Elev=76.02' @ 13.11 hrs Flood Elev=78.60' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min(761.0-76 1.0) Device Routing Invert Outlet Devices #1 Primary 75.60' 12.0" x 35.0' long Culvert Ke=0.500 Outlet Invert 75.2.5' S=0.0100 '/' Cc--0.900 n--0.012 Primary Outflow Ma)c--0.32 cfs @ 12.07 hrs HW=75.90' TW=75.55' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.32 cfs @ 2.5 fps) Pond 3: PROP. CB-3 Inflow Area= 4,586 sf, Inflow Depth= 2.27" for 1-year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 868 cf Outflow = 0.26 cfs @ 12.07 hrs, Volume= 868 cf, Atten=0"/0, Lag=0.0 min Primary = 0.26 cfs @ 12.07 hrs, Volume= 868 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 brs Peak Elev=78.60' @ 12.07 hrs Flood Elev=82.35' Plug-Flow detention time-(not calculated: outflow precedes inflow) Center-of-Mass det.time=(not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 78.35' 12.0" x 30.0'long Culvert Ke=0.500 Outlet Invert 78.00' S=0.0117 '/' Cc=0.900 n=0.012 Primary Outflow Ma?c--0.25 cfs @ 12.07 brs HW=78.59' TW=75.55' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.25 cfs @ 1.7 fps) Pond 3P: WETLANDS DESIGN POINT [40]Hint:Not Described(Outflow=Inflow) Inflow Area= 115,092 sf, Inflow Depth= 0.52 for 1-year event Inflow = 0.22 cfs @ 12.36 hrs, Volume= 5,008 cf Primary = 0.22 cfs @ 12.36 hrs, Volume- 5,008 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt 0.05 hrs Pond 4: PROP. CB-4 Inflow Area= 9,230 sf, Inflow Depth= 2.06" for 1-year event Inflow = 0.49 cfs @ 12.07 hrs, Volume= 1,585 cf Outflow = 0.49 cfs @ 12.07 hrs, Volume= 1,585 cf, Atten=0%, Lag=0.0 min Primary = 0.49 cfs @ 12.07 hrs, Volume= 1,585 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 hrs 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by MIS Design Consultants,Inc. Page 10 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Peak Elev=78.92' @ 12.07 hrs Flood Elev=83.55' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=(not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 78.55' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0100 '/' Cc=0.900 n=0.012 Primary OutFlow Max=0.47 cfs @ 12.07 hrs HW=78.91' TW=78.50' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.47 cfs @ 2.7 fps) Pond 5: PROP. CB-5 Inflow Area= 9,964 sf, Inflow Depth= 0.74 11 for 1-year event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 615 cf Outflow = 0.19 cfs @ 12.09 hrs, Volume= 615 cf, Atten=0%, Lag=0.0 min Primary = 0.19 cfs @ 12.09 hrs, Volume= 615 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt--0.05 hrs Peak Elev=80.21' @ 12.09 hrs Flood Elev=85.00' Plug-Flow detention time--(not calculated: outflow precedes inflow) Center-of-Mass det.time--0.0 min(866.7-866.7) Device Routing Invert Outlet Devices #1 Primary 80.00' 12.0" x 150.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0110 '/' Cc=0.900 n=0.012 Primary OutFlow Max--0.18 cfs @ 12.09 hrs HW=80.21' TW=78.51' (Dynamic Tailwater) t-1--Culvert (Inlet Controls 0.18 cfs @ 1.5 fps) Pond 6: PROP. CB-6 (STORMCEPTOR) Inflow Area= 10,263 sf, Inflow Depth= 0.84" for 1-year event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 716 cf Outflow = 0.22 cfs @ 12.09 hrs, Volume= 716 cf, Atten=0%, Lag=0.0 min Primary = 0.22 cfs @ 12.09 hrs, Volume= 716 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 his,dt=0.05 hrs Peak Elev=82.14' @ 12.09 hrs Flood Elev=84.90' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min(859.1 -859.1) Device Routing Invert Outlet Devices #1 Primary 81.90' 12.0" x 50 long Culvert Ke=0.500 Outlet Invert=81.80' S=0.0200 'P Cc=0.900 n=0.012 Primary Outflow Max422 cfs @ 12.09 hrs HW=82.14' TW=81.78' (Dynamic Tailwater) t-1--Culvert (Barrel Controls 0.22 cfs @ 2.3 fps) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Prepared by N1W Design Consultants,Inc. Page 11 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Pond DMH-1: PROP. DMH-1 (STORMCEPTOR) [87]Warning: Oscillations may require Finer Routing or smaller dt [80]Warning:Exceeded Pond 2 by 0.01'@ 12.50 hrs(0.09 cfs 128 cf) Inflow Area= 23,752 sf, Inflow Depth= 1.06'I for 1-year event Inflow = 0.61 cfs @ 12.07 brs, Volume= 2,091 cf Outflow = 0.61 cfs @ 12.07 hrs, Volume= 2,091 cf, Atten=0%, Lag=0.0 min Primary = 0.61 cfs @ 12.07 brs, Volume= 2,091 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt--0.05 hrs Peale Elev=76.02' @ 13.07 hrs Flood Elev=81.00' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.2 min(761.1 -761.0) Device Routing hivert Outlet Devices #1 Primary 75.00' 12.0" x 5.0'long Culvert Ke=0.500 Outlet Invert,74.95' S=0.0100 'f Cc--0.900 n7-0.012 Primary Outflow Max--0.00 cfs @ 12.07 hrs HW=75.55' TW=75.56' (Dynamic Tailwater) L1=Culvert (Controls 0.00 cfs) Pond DMH-2: PROP. DMH-2 (STORMCEPTOR) Inflow Area= 19,194 sf, Inflow Depth= 1,38" for 1-year event Inflow = 0.67 cfs @ 12.08 hrs, Volume- 2,200 cf Outflow = 0.67 cfs @ 12.08 hrs, Volume= 2,200 cf, Atten=0°/", Lag=0.0 min Primary = 0.67 cfs @ 12.08 hrs, Volume= 2,200 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt-7-0.05 hrs Peal-,Elev=78.5 P @ 12.08 hrs Flood Elev=84.30' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time:--(not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 78.10' 12.0" x 20.0' long Culvert Ke=0.500 Outlet Invert=77.70' S=0.0200 'f Cc--0.900 n=0.012 Primary Outflow Max--0.65 e£s @ 12.08 hrs HW=78.50' TW=75.57' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.65 cfs @ 2.2 fps) Pond INF SYS-1: PROP. INFILTRATION SYSTEM-1 [87]Warning: Oscillations may require Finer Routing or smaller dt Inflow Area= 7,945 sf, hiflow Depth= 2.27" for 1-year event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 1,503 cf Outflow = 0.03 cfs @ 11.50 hrs, Volume= 1,505 cf, Atten=93%, Lag=0.0 min Discarded= 0,03 cfs @ 11.50 hrs, Volume= 1,505 cf Primary = 0.00 cfs @ 0.00 brs, Volume= 0 cf 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr]-year Rainfall=2.50" Page 12 Prepared by MHF Design Consultants,Inc. ions LLC 6/9/2006 H droCAD®7.10 s/n 001710 ©2005 HvdroCAD Software Solut Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 brs Peak Elev=82.10' @ 13.37 brs Surf.Area= 1,408 sf Storage=592 cf Flood Elev=83.70' Surf.Area=1,408 sf Storage=2,004 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time--151.9 min(912.9-761.0) Volume Invert Avail.Stora a Storage Description #1 81.20' 1,011 cf 22.00'W x 64.00'L x 2.50'H Prismatoid 3,520 cf Overall-993 cf Embedded=2,527 cf x 40.0%Voids #2 81.70' 942 cf 24.0"D x 60.00'L Horizontal Cylinder x 5 Inside#1 _ #3 8170' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 Inside#1 2,004 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 82.70' 12.0" x 28.0' long Culvert Ke=0.500 Outlet Invert=82.50' S=0,0071 'P Cc--0.900 n--0.012 #2 Device 1 83.03' 8.0"Vert.Orifice/Grate C=0.600 #3 Discarded 0.00' 0.03 cfs Exfiltration at all elevations Discarded Outflow Max--0.03 cfs @ 11.50 brs HW=81.23' (Free Discharge) t--3=Exfdtration (Exfiltration Controls 0.03 cfs) Primary Outflow Max--0.00 cfs @ 0.00 brs HW=81.20' TW=81.50' (Dynamic Tailwater) t-l=Culvert (Controls 0.00 cfs) t-1--Orifice/Grate (Controls 0.00 cfs) Pond U-G DET-1: PROP. UGDET SYSTEM-1 [80]Warning: Exceeded Pond DMH-1 by 0.35'@ 19.50 hrs(0.37 cfs 2,537 cf) Inflow Area= 42,946 sf, Inflow Depth= 1.20" for 1-year event Inflow = 1.28 cfs @ 12.07 brs, Volume= 4,291 cf Outflow = 0.11 cfs @ 13.02 brs, Volume= 4,291 cf, Atten=91%, Lag=56.5 min Primary = 0.11 cfs @ 13.02 hrs, Volume= 4,291 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=76.02' @ 13.02 hrs Surf Area= 1,977 sf Storage= 1,911 cf Flood Elev=78.70' Sur£Area=0 sf Storage=6,566 cf Plug-Flow detention time--181.9 min calculated for 4,286 cf(100%of inflow) Center-of-Mass det. time-182.1 min(965.4-783.4) Volume Invert Avail Storage Storage Description #1 74.70' 6,283 cf 48.0"D x 100.00'L Horizontal Cylinder x 5 #2 74.70' 251 cf 48.0"D x 2.50'L Horizontal Cylinder x 8 43 74.7Y 31 of 24.0"D x 10.00'L Horizontal Cylinder 6,566 cf Total Available Storage 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr]-year Rainfall=2.50" Prepared by MHF Design Consultants,Inc. Page 13 HydroCAD®7.10 s/n 001710 0 2005 HydroCAD Software Solutions LLC 6/9/2006 Device Routing Invert Outlet Devices #1 Primary 74.70' 12.0" x 20.0' long Culvert Ke=0.500 Outlet Invert-74.60' S=0,0050 'P Cc=0.900 n=0.012 #2 Device 1 74.70' 2.0"Vert.Orifice/Grate C=0.600 #3 Device 1 76.50' 3.0"Vert.Orifice/Grate C=0.600 #4 Device 1 78.70' 18.0"Horiz. Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max=0.11 cfs @ 13.02 hrs HW=76.02' TW=74.87' (Dynamic Tailwater) L1�ulvert (Passes 0.11 cfs of 2.92 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 5.2 fps) 3=Orifice/Grate (Controls 0.00 cfs) rifice/Grate (Controls 0.00 cfs) Pond U-G- DET-2: PROP. UG-DET SYSTEM-2 Inflow Area= 18,208 sf, Inflow Depth= 0.47" for 1-year event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 716 cf Outflow = 0.11 cfs @ 12.26 hrs, Volume= 716 cf, Atten=48%, Lag=10.6 min Primary = 0.11 cfs @ 12.26 hrs, Volume= 716 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=81.86' @ 12.26 hrs Surf.Area=424 sf Storage= 107 cf Flood Elev=83.50' Surf.Area=0 sf Storage=847 cf Plug-Flow detention time=15.3 min calculated for 716 cf(100%of inflow) Center-of-Mass det.time=14.8 min(874.0-859.1) Volume Invert Avail.Storage Storage Description 41 81.50' 785 of 24.0"D x 50.00'L Horizontal Cylinder x 5 42 81.50' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 43 81.50' 12 cf 12.0"D x 15.00'L Horizontal Cylinder 847 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 81.50' 12.0" x 30.0'long Culvert Ke=0.500 Outlet Invert-81.00' S=0.0167 '/' Cc=0.900 n--0,012 #2 Device 1 7 81.50' 3.0"Vert.Orifice/Grate C=0.600 43 Device 1 83.40' 18.0"Horiz.Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max--O.11 cfs @ 12.26 hrs HW=81.86' TW=81.22' (Dynamic Tailwater) L1 ulvert (Passes 0.11 cfs of 0.52 cfs potential flow) E mrificelGrate (Orifice Controls 0.11 cfs @ 2.3 fps) ifice/Grate (Controls 0.00 cfs) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr Z year Rainfall=3.10" Page 14 Prepared by M-117 Design Consultants,Inc. H droCADV 7.10 A001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Time span=0.00-40.00 hrs,dt=0.05 hrs, 801 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:DRAINAGE TO CB-1 Runoff Area=12,703 sf Runoff Depth=0.00" Tc=5.0 min CN=39 Runoff=0.00 efs 0 cf Subcatchment 2S:DRAINAGE TO CB-2 Runoff Area=6,463 sf Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff=0.45 efs 1,545 cf Subcatchment 3S:DRAINAGE TO CB-3 Runoff Area=4,586 sf Runoff Depth=2.87" Te=5.0 min CN=98 Runoff 0.32 cfs 1,096 of Subcatchment 4S:DRAINAGE TO CB-4 Runoff Area=9,230 sf Runoff Depth=2.65" Tc=5.0 min CN=96 Runoff=0.62 efs 2,039 cf Subcatchment 5S:DRAINAGE TO CB-5 Runoff Area=9,964 sf Runoff Depth=1.14" Tc=5.0 min CN=77 Runoff=0.30 efs 947 of Subcatchment 6S:DRAINAGE TO CB-6 Runoff Area=10,263 sf Runoff Depth=1.26" Tc=5.0 min CN=79 Runoff0.34 cfs 1,079 of Subcatchment 7S:ROOF RUNOFF Runoff Area=4,321 sf Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff=030 cfs 1,033 cf Subcatchment 8S: CANOPY RUNOFF Runoff Area=3,624 sf Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff--0.25 efs 866 cf Subcatchment 10S:DRAINAGE TO WETLANDS Runoff Area=53,938 sf Runoff Depth=0.00" Tc=5.0 min CN=41 Runoff--0.00 efs 15 cf Reach 1R:DRAINAGE CHANNEL Peak Depth=0.24' Max Vet=0.9 fps Inflow=0.15 cfs 1,079 cf n=0.070 L=100.0' S=0.0300'P Capacity=6.71 cfs Outflow=0.15 cfs 1,079 cf Reach 2R:DRAINAGE CHANNEL Peak Depth=0.28' Max Vet=0.6 fps Inflow=0.13 cfs 5,628 cf n=0.070 L=60.0' S=0.0100'P Capacity=3.87 cfs Outflow=0.13 cfs 5,628 cf Pond 1.PROP.CB-1 Peak Elev=78.50' Inflow-400 efs 0 cf 12.0"x 20.0'Culvert Outflow--0.00 efs 0 cf Pond 1P:PROP.UGDET SYSTEM-2 Peak Elev=0.00' Storage=0 cf Primary=0.00 efs 0 of Pond 2•PROP.CB-2 PeakElev=76.38' Inflow=0.45 cfs 1,545 cf 12.0"x 35.0'Culvert Outflow--0.45 efs 1,545 cf Pond 3•PROP.CB-3 Peak Elev=78.63' Inflow=0.32 cfs 1,096 of 12.0"x 30.0'Culvert Outflow--0.32 cfs 1,096 cf 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 2-year Rainfall=3.10" Prepared by MBF Design Consultants,Inc. Page 15 HydroCADO 7.10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Pond 3P:WETLANDS DESIGN POINT Inflow-0.27 cfs 6,722 cf Primary=0.27 cfs 6,722 cf Pond 4:PROP.CB-4 Peak Elev=78.97' Inflow=0.62 cfs 2,039 cf 12.0"x 20.0'Culvert outflow--0.62 cfs 2,039 cf Pond 5:PROP.CB-5 Peak Elev=80.27' Inflow=0.30 efs 947 of 12.0"x 150.0'Culvert outflow--0.30 cfs 947 cf Pond 6: PROP.CB-6(STORMCEPTOR) Peak Elev=82.21' Inflow=0.34 cfs 1,079d 12.0"x 5.0'Culvert Outflow=0.34 cfs 1,079 cf Pond DMH 1: PROP.DMH 1(STORMCEPTOR) Peak Elev=76.38' Inflow--0.77 cfs 2,641 cf 12.0"x 5.0'Culvert Outflow=0.77 cfs 2,642 of Pond DMH 2:PROP.DMH 2(STORMCEPTOR) Peak Elev=78.59' Inflow--0.91 cfs 2,986 cf 12.0"x 20.0'Culvert Outflow=0.91 cfs 2,986 cf Pond INF SYS4:PROP.INFILTRATION SYSTEM-1 Peak Elev=82,36' Storage---821 cf Inflow--0.55 cfs 1,899 cf Discarded=0.03 cfs 1,901 cf Primary=0.00 cfs 0 cf outflow--0.03 cfs 1,9Q1 cf Pond U-G-DET-1:PROP.UG-DET SYSTEM-1 Peak Elev=76.38' Storage--2,638d Inflow=1.68 cfs 5,628 cf Outflow--0.13 cfs 5,628 cf Pond U-G-DET-2•PROP.UG-DET SYSTEM-2 Peak Elev=82.04' Storage=190 cf Inflow=0.34 cfs 1,079 cf outflow--0.15 cfs 1,079 cf Total Runoff Area=115,092 sf Runoff Volume=8,620 cf Average Runoff Depth=0.90" 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 2-year Rainfall=3.10" Prepared by NUV Design Consultants,Inc. Page 16 HydroCAD®7 10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Subcatchment 1S: DRAINAGE TO CB-1 [49]Hint: Tc<2dt may require smaller dt [45]Hint:Runoff--Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= Oct Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.0040.00 hrs,dt--0.05 brs Type III 24-hr 2-year Rainfall=3.10" Area(sf) CN Description 12,703 39 >75%Grass cover,Good,HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: DRAINAGE TO CB-2 Drainage area includes"future parking loamed and seeded"and assumes area is paved for CN values. [49]Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 1,545 cf, Depth= 2.87" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area(sf) CN Description 6,463 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: DRAINAGE TO CB-3 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.32 cfs @ 12.07 hrs, Volume= 1,096 cf, Depth= 2.87" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area(sf) CN Description 4,586 98 Paved parking&roofs 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 2-year Rainfall=3.10" Page 17 Prepared by MHF Design Consultants,Inc. 6/9/2006 HydroCAD®7.10 s/n 001710 02005 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment 4S: DRAINAGE TO CB-4 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.62 cfs @ 12.07 brs, Volume= 2,039 cf, Depth= 2.65" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.0040.00 hrs,dt--0.05 brs Type III 24-br 2-year Rainfall=3.10" Areas CN Description 8,872 98 Paved parking&roofs 358 39 >75%Grass cover,Good,HSGA 9,230 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) MAW) (cfs) 5.0 Direct Entry, Subcatchment 5S: DRAINAGE TO CB-5 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.30 cfs @ 12.08 hrs, Volume= 947 cf, Depth= 1.14" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 brs,dt--0.05 brs Type III 24-br 2-year Rainfall=3.10" Areas CN Description 6,394 98 Paved parking&roofs 374 39 >75%Grass cover,Good,HSG A 3,196 39 >75%Grass cover,Good,HSG A 9,964 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) Msec) (cfs) 5.0 Direct Entry, Subcatchment 6S: DRAINAGE TO CB-6 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.08 hrs, Volume= 1,079 cf, Depth= 1.26" Runoff by SCS TR-20 method,UH=SCS, Time Span=0.00-40.00 hrs,dt--0.05 brs Type III 24-hr 2-year Rainfall=3.10" 1901-POSTDRAIN-Rev 6-9-06 Type X 24-hr 2-year Rainfall=3.10" Prepared by NII-IF Design Consultants,Inc. Page 18 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 _ Area(sf) CN Description 6,909 98 Paved parking&roofs _ 3,354 39 >75%Grass cover,Good,HSGA 10,263 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 5.0 Direct Entry, Subcatchment 7S: ROOF RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.30 cfs @ 12.07 brs, Volume= 1,033 cf, Depth= 2.87" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt---0.05 hrs Type III 24-hr 2-year Rainfall=3.10" _ Area(sf) CN Description 4,321 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: CANOPY RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.25 cfs @ 12.07 hrs, Volume= 866 cf, Depth= 2.87" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area(sfj CN Description 3,624 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: DRAINAGE TO WETLANDS [49]Hint: Tc<2dt may require smaller dt Runoff = 0.00 cfs @ 23.74 hrs, Volume= 15 cf, Depth= 0.00" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type 111 24-hr 2-year Rainfall=3.10" 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Page 19 H droCADS 7.10 s/n 001710 02005 HydroCAD Software Solutions LLC 6/9/2006 Area(sf) CN Description 33,967 36 Woods,Fair,HSG A 19,971 49 50-75%Grass cover,Fair HSG A 53,938 41 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1R: DRAINAGE CHANNEL Inflow Area= 18,208 sf, Inflow Depth= 0.71" for 2-year event Inflow - 0.15 cfs @ 12.31 hrs, Volume= 1,079 cf Outflow = 0.15 cfs @ 12.33 hrs, Volume= 1,079 cf, Atten=0 1/6, Lag= 1A min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Max.Velocity=0.9 fps, Min. Travel Time= 1.9 min Avg.Velocity=0.4 fps, Avg. Travel Time=4.1 min Teak Depth 0.24'@ 12.33 brs Capacity at bank full=6.71 cfs Inlet Invert=81.00', Outlet Invert=78.00' 0.00' x 1.09 deep channel, n=0.070 Side Slope Z-value=3.0Y Top Width=6.00' Length= 100.0' Slope=0.0300'/' Reach 2R: DRAINAGE CHANNEL Inflow Area= 42,946 s£, Inflow Depth= 1.57" for 2-year event Inflow = 0,13 cfs @ 13.24 hrs, Volume= 5,628 cf Outflow = 0.13 cfs @ 13.26 brs, Volume= 5,628 cf, Aden=0%, Lag= 1.4 min Routing by Dyn-Stor-Ind method,Time Span=0,00-40,00 brs,dti=0.05 hrs Max.Velocity=0.6 fps, Min. Travel Time= 1.8 min Avg,Velocity=0.3 fps, Avg. Travel Time=3.2 min Peak Depth=0.28'@ 13.26 hrs Capacity at bank full=3.87 cfs Inlet Invert=74.60', Outlet Invert=74.00' 0.00' x 1.00' deep channel, n=0.070 Side Slope Z-value=3.0'P Top Width=6.00' Length=60.0' Slope=0.0100'/' Pond 1: PROP. CB-1 Inflow Area= 12,703 sf, Inflow Depth= 0.00" for 2-year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= Oct Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 brs 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 2 year Rainfall=3.10" Page 20 Prepared by NIRF Design Consultants,Inc. 6/9/2006 H droCAD®7.10 s/n 001710 (D 2005 HydroCAD Software Solutions LLC Peak Elev=78.50' @ 0.00 hrs Flood Elev=81.50' Plug-Flow detention time--(not calculated: initial storage excedes outflow) Center-of-Mass det.time=(not calculated:no inflow) Device Boutin Invert Outlet Devices #1 Primary 78.50' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=78.00' S=0.0250 '/' Cc--0.900 n--0.012 mary Outflow Max--0.00 cfs @ 0.00 brs HW=78.50' TW=75.00' (Dynamic Tailwater) T-ri1=Culvert (Controls 0.00 cfs) Pond 1P: PROP. UG-DET SYSTEM-2 [43]Hint:Has no inflow(Outflow=Zero) Peary = 0.00 cfs @ 0.00 brs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 brs Peak Elev=0.00'@ 0.00 brs Surf.Area-0 sf Storage=0 cf Flood Elev=83.50' Surf.Area=0 sf Storage=2,749 cf Plug-Flow detention time=(not calculated) Center-of-Mass det. time---(not calculated) Volume Invert Avail.Storage Storage Description #1 79,50' 2,513 cf 48.0"D x 50.00'L Horizontal Cylinder x 4 #2 79,50' 188 cf 48.0"D x 2.50'L Horizontal Cylinder x 6 #3 79.50' 47 of 24.0"D x 15.00'L Horizontal Cylinder 2,749 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 7830' 12.0" x 10.0'long Culvert Ke=0.500 Outlet Invert=78.50' S=0.0200 'P Cc=0.900 n--0.012 #2 Device 1 79.50' 2.0"Vert. orifice/Grate C=0.600 #3 Device 1 80.75' 3.0"Vert,Orifice/Grate C=0.600 #4 Device 1 83.50' 18.0" Horiz.Orifice/Grate Limited to weir flow C=0.600 ,Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' TW=81.00' (Dynamic Tailwater) ri l=Culvert (Controls 0.00 cfs) 2=0rifice/Grate (Controls 0.00 cfs) 3=Orifice/Grate (Controls 0.00 cfs) rifice/Grate (Controls 0.00 cfs) Pond 2: PROP. CB-2 Inflow Area= 6,463 sf, Inflow Depth= 2.87" for 2-year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 1,545 cf Outflow = 0.45 cfs @ 12.07 brs, Volume= 1,545 cf, Atten=0%, Lag=0.0 min Peary = 0.45 cfs @ 12.07 hrs, Volume= 1,545 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants, Inc. Page 21 H droCAD®7.10 s/n 001710 02005 HydroCAD Software Solutions LLC 6/9/2006 Peak Elev=76.38' @ 13.34 hrs Flood Elev=78.60' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min(756.1 -756.1) Device Routing Invert Outlet Devices #1 Primary 75.60' 12.0" x 35.0'long Culvert Ke=0.500 Outlet Invert=75.25' S=0.0100 'P Cc--0.900 n7-0.012 Primary Outflow Max--0.36 cfs @ 12.07 hrs HW=75.95' TW=75.72' (Dynamic Tailwater) t-1---Culvert (Outlet Controls 0.36 cfs @ 2.2 fps) Pond 3: PROP. CB-3 Inflow Area= 4,586 sf, Inflow Depth= 2.87 for 2-year event Inflow = 0.32 cfs @ 12.07 hrs, Volume= 1,096 cf Outflow = 0.32 cfs @ 12.07 firs, Volume= 1,096 cf, Atten=0%, Lag=0.0 min Primary = 0.32 cfs @ 12.07 hrs, Volume= 1,096 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 firs,dt=0.05 hrs Peak Elev=78.63' @ 12.07 firs Flood Elev=82.35' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det, time=0.0 min(756.1-756.1) Device Routines Invert Outlet Devices #1 Primary 78.35' 12.0" x 30.0'long Culvert Ke=0.500 Outlet Invert=78.00' S=0.0117 '/' Cc=0.900 n7-0.012 Primary Outlalow May--0.31 cfs @ 12.07 hrs HW=78.62' TW=75.72' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.31 cfs @ 1.8 fps) Pond 3P: WETLANDS DESIGN POINT [40]Hint:Not Described(Outflow--Inflow) Inflow Area= 115,092 sf, Inflow Depth= 0.70" for 2-year event Inflow = 0.27 cfs @ 12.40 brs, Volume= 6,722 cf Primary = 0.27 cfs @ 12.40 firs, Volume= 6,722 cf, Atten=0"/", Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 firs,d1=-0.05 firs Pond 4: PROP. CB-4 Inflow Area= 9,230 sf, Inflow Depth= 2.65" for 2-year event Inflow = 0.62 cfs @ 12.07 firs, Volume= 2,039 of Outflow = 0.62 cfs @ 12.07 hrs, Volume= 2,039 cf, Atten=0"/0, Lag=0.0 min Primary = 0.62 cfs @ 12.07 brs, Volume- 2,039 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs 1901-POSTDRAIN-Rev 6-9-06 Type HI 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Page 22 HydroCAD0 710 s/n 001710 0 2005 HydroCAD Software Solutions LLC 6/9/2006 Peak Elev=78.97' @ 12.07 brs Flood Elev=83.55' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=(not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 78.55' 12.0" x 20.0' long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0100 '/' Cc=0.900 n7-0.012 Primary Outflow Max--0.60 cfs @ 12.07 brs HW=78.96' TW=78.58' (Dynamic Tailwater) L1--Culvert (Barrel Controls 0.60 cfs @ 2.9 fps) Pond 5: PROP. CB-5 Inflow Area= 9,964 sf, Inflow Depth= 1.14" for 2-year event Inflow - 0.30 cfs @ 12.08 hrs, Volume-- 947 cf Outflow = 0.30 cfs @ 12.08 hrs, Volume= 947 cf, Atten=0%, Lag=0.0 min Primary = 0.30 cfs @ 12.08 hrs, Volume= 947 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 brs Peak Elev=80.27' @ 12.08 hrs Flood Elev=85.00' Plug-Flow detention time--(not calculated: outflow precedes inflow) Center-of-Mass det,time=0.0 min(853.3-853.3) Device Routing Invert Outlet Devices #1 Primary 80.00' 12.0" x 150.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0110 '/' Cc--0.900 n=0.012 Primary Outflow Max--0.29 cfs @ 12.08 brs HW=80.26' TW=78.58' (Dynamic Tailwater) t-1--Culvert (Inlet Controls 0.29 cfs @ 1.7 fps) Pond 6: PROP. CB-6 (STORMCEPTOR) Inflow Area= 10,263 sf, Inflow Depth= 1.26" for 2-year event Inflow = 0.34 cfs @ 12.08 hrs, Volume- 1,079 cf Outflow = 0.34 cfs @ 12.08 hrs, Volume= 1,079 cf, Atten=0%, Lag=0.0 min Primary = 0.34 cfs @ 12.08 brs, Volume= 1,079 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 brs Peak Elev=82.21' @ 12.08 hrs Flood Elev=84.90' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min(846.7-846.7) Device Routing Invert Outlet Devices #1 Primary 81.90' 12.0" x 5.0'long Culvert Ke=0.500 Outlet Invert=81.80' S=0.0200 'f Cc--0.900 n=0.012 Primary Outflow Max--0.33 cfs @ 12.08 hrs HW=82.20' TW=81.90' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.33 cfs @ 2.5 fps) 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants, Inc. Page 23 HydroCAD®7.10 sin 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Pond DMH-1: PROP. DMH-1 (STORMCEPTOR) [87]Warning: Oscillations may require Finer Routing or smaller dt [80]Warning:Exceeded Pond 2 by 0.28'@ 17.95 hrs(0.35 cfs 1,496 cf) Inflow Area= 23,752 sf, Inflow Depth= 1.33 11 for 2-year event Inflow = 0.77 cfs @ 12.07 hrs, Volume- 2,641 cf Outflow = 0.77 cfs @ 12.07 hrs, Volume= 2,642 cf, Atten=0%, Lag=0.0 min Primary = 0.77 cfs @ 12.07 hrs, Volume= 2,642 cf Routing by Dyn-Stor-Ind method,Time Span=0,00-40.00 hrs,dt=0.05 hrs Peak Elev=76.38'@ 13.29 hrs Flood Elev=81.00' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.3 min(756.4-756.1) Device Routing Invert Outlet Devices 41 Primary 75.00' 12.0" x 50 long Culvert Ke=0.500 Outlet Invert=74.95' S=0.0100 'r Cc--0.900 n7-0.012 Primary Outflow Max--O.00 cfs @ 12.07 hrs HW=75.72' TW=75.78' (Dynamic Tailwater) t--l=Culvert (Controls 0.00 cfs) Pond DMH-2: PROP. DMH-2 (STORMCEPTOR) Inflow Area= 19,194 sf, Inflow Depth= 1.87" for 2-year event Inflow = 0.91 cfs @ 12.08 hrs, Volume= 2,986 cf Outflow = 0.91 cfs @ 12.08 brs, Volume= 2,986 cf, Atten=0%, Lag=0.0 min Primary = 0.91 cfs @ 12.08 hrs, Volume= 2,986 cf Routing by Dyn-Stor Ind method,Time Span=0.00-40.00 brs,dt=0.05 brs Peak Elev=78.59' @ 12.08 brs Flood Elev=84.30' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=(not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 78.10' 12.0" x 20.0' long Culvert Ke=0.500 Outlet Invert=77.70' S=0.0200 'f Cc=0.900 u--0.012 Primary Outflow Mav--0.88 cfs @ 12.08 hrs HW=78.58' TW=75.79' (Dynamic Tailwater) 't--I--Culvert (Inlet Controls 0.88 cfs @ 2.4 fps) Pond INF SYS-1: PROP. INFILTRATION SYSTEM-1 Inflow Area= 7,945 sf, Inflow Depth= 2.87 for 2-year event Volume= 1 Inflow = 0.55 cfs @ 12.07 hrs, ,899 cf Outflow = 0.03 cfs @ 11.15 brs, Volume= 1,901 of, Atten=95%, Lag=0.0 min Discarded= 0.03 cfs @ 11.15 hrs, Volume= 1,901 cf Primary = 0.00 cfs @ 0.00 brs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs 1901-POSTDRAiN-Rev 6-9-06 Type III 24-hr 2 year Rainfall=3.10" Page 24 Prepared by MHF Design Consultants,Inc. H droCADV 7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Peak Elev=82.36' @ 13.91 hrs Surf.Area= 1,408 sf Storage=821 cf Flood Elev=83.70' Surf.Area= 1,408 sf Storage=2,004 cf Plug-Flow detention time--(not calculated:outflow precedes inflow) Center-of-Mass det.time--221.9 min(978.0-756.1) Volume Invert Avail.Stora e Storage Description #1 81.20' 1,011 cf 22.00'W x 64.00'L x 2.50'H Prismatoid 3,520 cf Overall-993 cf Embedded=2,527 cf x 40.0%Voids #2 81.70' 942 cf 24.0"D x 60.00'L Horizontal Cylinder x 5 Inside#1 #3 8170' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 Inside#1 2,004 cf Total Available Storage Device Routing, Invert Outlet Devices #1 Primary 82.70' 12.0" x 28.0' long Culvert -0.500 Outlet Invert-82.50' S=0.0071 '/' Cc=0.900 n=0.012 #2 Device 1 83.03' 8.0"Vert. Orifice/Grate C=0.600 #3 Discarded 0.00' 0.03 efs Exfiltration at all elevations Discarded Outflow Mar--0.03 efs @ 11.15 hrs HW=81.23' (Free Discharge) t--3=Exfiltration (Exilltration Controls 0.03 cfs) Primary Outflow Max--0.00 cfs @ 0.00 hrs HW=81.20' TW=81.50' (Dynamic Tailwater) l=Culvert (Controls 0.00 cfs) t--2=Orifice/Grate (Controls 0.00 cfs) Pond U-G DET-1: PROP. UGDET SYSTEM-1 [80]Warning:Exceeded Pond DMH-1 by 0.93'@ 17.90 brs(1.96 cfs 12,167 cf) Inflow Area= 42,946 sf, Inflow Depth= 1.57 for 2-year event Inflow - 1.68 cfs @ 12.07 hrs, Volume-- 5,628 cf Outflow = 0.13 cfs @ 13.24 hrs, Volume= 5,628 cf, Atten=92%, Lag=70.1 min Primary = 0.13 cfs @ 13.24 hrs, Volume= 5,628 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 brs Peak Elev=76.38' @ 13.24 Ins Surf.Area=2,068 sf Storage=2,638 cf Flood Elev=78.70' Surf Area=0 sf Storage=6,566 cf Plug-Flow detention time=224.8 min calculated for 5,628 cf(100%of inflow) Center-of-Mass det. time=224.5 min(1,003.6-779.1) Volume Invert Avail.Stora e Storage Description #1 74.70' 6,283 cf 48.0"D x 100.00'L Horizontal Cylinder x 5 #2 74.70' 251 cf 48.0"D x 2.50'L Horizontal Cylinder x 8 #3 74.70' 31 cf 24.0"D x 10.00'L Horizontal Cylinder 6,566 cf Total Available Storage Device E2ptiR& Invert Outlet Devices #1 Primary 74.70' 12.0" x 20.0' long Culvert Ke=0.500 Outlet Invert=74.60' S=0.0050 '/' Cc=0.900 n=0.012 #2 Device 1 74.70' 2.0"Vert.Orifice/Grate C=0.600 #3 Device 1 76.50' 3.0"Vert.Orifice/Grate C=0.600 #4 Device 1 78.70' 18.0"Horiz. Orifice/Grate Limited to weir flow C=0.600 1901-POSTDIAIN-Rev 6-9-06 Type III 24-hr 2-year Rainfall=3.10" Prepared by MHF Design Consultants,Inc. Page 25 H droCAD®7.10 s/n 001710 02005 H droCAD Software Solutions LLC 6/9/2006 Primary Outflow Max--O.13 cfs @ 13.24 brs HW=76.38' TW=74.88' (Dynamic Tailwater) 't---l=Culvert (Passes 0.13 cfs of 3.91 cfs potential flow) 2 Orifice/Grate (Orifice Controls 0.13 cfs @ 5.9 fps) 3=Orifice/Grate (Controls 0.00 cfs) rifice/Grate (Controls 0.00 cfs) Pond U-G- DET-2: PROP. UGDET SYSTEM-2 Inflow Area= 18,208 sf, Inflow Depth= 0.71 for 2-year event Inflow = 0.34 cfs @ 12.08 hrs, Volume= 1,079 cf Outflow = 0.15 cfs @ 12.31 hrs, Volume= 1,079 cf, Atten=56%, Lag= 13.5 min Peary = 0.15 cfs @ 12.31 hrs, Volume= 1,079 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=82.04' @ 12.31 hrs Su f.Area=488 sf Storage-- 190 cf Flood Elev=83.50' Surf.Area=0 sf Storage=847 cf Plug-Flow detention time=15.8 min calculated for 1,078 cf(100%of inflow) Center-of-Mass det.time---15.9 min(862.6-846.7) Volume Invert Avail Storage Storage Description 41 81.50' 785 cf 24.0"D x 50.00'L Horizontal Cylinder x 5 #2 81.50' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 _ #3 8150' 12 cf 12.0"D x 15.00'L Horizontal Cylinder 847 cf Total Available Storage Device Routin 9 Invert Outlet Devices #1 Primary 8150' 12.0" x 30.0'long Culvert Ke=0.500 Outlet Invert=81.00' S=0.0167 'P Cc--0.900 n7-0.012 #2 Device 1 81.50' 3.0"Vert.Orifice/Grate C=0.600 #3 Device 1 83.40' 18.0"Horiz. Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max--O.15 cfs @ 12.31 hrs HW 82.04' TW=81.24' (Dynamic Tailwater) t--.---Culvert (Passes 0.15 cfs of 1.09 cfs potential flow) , 2=0rifice/Grate (Orifice Controls 0.15 cfs @ 3.1 fps) 3=Orifice/Grate (Controls 0.00 cfs) 1901-POSTDRAIN-Rev 6-9-06 Type X 24-hr 10 year Rainfall=4.50" Prepared by Nff F Design Consultants,Inc. Page 26 H droCAD®7.10 s/n 001710 02005 H droCAD Software Solutions LLC 6/9/2006 Time span=0.00-40.00 hrs,dt=0.05 hrs, 801 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:DRAINAGE TO CB-1 Runoff Area=12,703 sf Runoff Depth=0.11" Tc=5.0 min CN=39 Runoff=0.00 cfs 117 cf Subcatchment 2S:DRAINAGE TO CB-2 Runoff Area=6,463 sf Runoff Depth=4.26" Tc=5.0 min CN=98 Runoff=0.66 cfs 2,297 cf Subcatchment 3S:DRAINAGE TO CB-3 Runoff Area=4,586 sf Runoff Depth=4.26" Te-5.0 min CN=98 Runoff=0.47 cfs 1,630 of Subcatchment 4S:DRAINAGE TO C114 Runoff Area=9,230 sf Runoff Depth=4.04" Tc=5.0 min CN=96 Runoff=0.92 cfs 3,104 cf Subcatchment 5S:DRAINAGE TO CB-5 Runoff Area--9,964 sf Runoff Depth=2.21" Tc=5.0 min CN=77 Runoff=0.59 cfs 1,836d Subcatchment 6S:DRAINAGE TO CB-6 Runoff Area--10,263 sf Runoff Depth=2.38" Tc=5.0 min CN=79 Runoff--0.66 cfs 2,032 cf Subcatchment 7S:ROOF RUNOFF Runoff Area=4,321 sf Runoff Depth=4.26" Tc=5.0 min CN=98 Runoff=0.44 cfs 1,535 cf Subcatchment 8S: CANOPY RUNOFF Runoff Area=3,624 sf Runoff Depth=4.26" Tc=5.Omin CN=98 Runoff=0.37 cfs 1,288d Subcatchment 10S:DRAINAGE TO WETLANDS Runoff Area=53,938 sf Runoff Depth=0.16" Tc=5.0 min CN=41 Runoff=0.03 cfs 738 cf Reach 1R•DRAINAGE CHANNEL Peak Depth=0.28' Max Vet=1.0 fps Inflow-0.23 cfs 2,032 cf n=0.070 L=100.0' S=0.0300'/' Capacity=6.71 cfs Outflow--0.23 cfs 2,032 cf Reach 2R:DRAINAGE CHANNEL Peak Depth=0.39' Max Vet=0.7 fps Inflow--0.31 cfs 8,984 of n=0.070 L=60.0' S=0.0100'/' Capacity=3.87 cfs Outflow--0.31 cfs 8,984 cf Pond 1:PROP.CB-1 Peak Elev=78.53' Inflow=0.00 cfs 117 cf 12.0"x 20.0'Culvert Outflow=0.00 cfs 117 cf Pond 1P:PROP.UG-DET SYSTEM-2 Peak Elev=0.00' Storage--O cf Primary=0.00 cfs 0 cf Pond 2: PROP.CB-2 Peak Elev=77.09' Inflow--0.66 cfs 2,297 cf 12.0"x 35.0'Culvert Outflow--0.66 cfs 2,297 of Pond 3:PROP.CB-3 Peak Elev=78.69' Inflow=0.47 cfs 1,630 cf 12.0"x 30.0'Culvert Outflow--0.47 cfs 1,630 cf 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 10 year Rainfall=4.S0" Prepared by WIF Design Consultants,Inc. Page 27 HydroCAD 07 10 s/n 001710 02005 HydroCAD Software Solutions LLC 6/9/2006 Pond 3P:WETLANDS DESIGN POINT Inflow--0.56 cfs 11,755 cf Primary=0.56 cfs 11,755 cf Pond 4:PROP.CB-4 Peak Elev=79.08' Inflow=0.92 cfs 3,104 cf 12.0" x 20.0'Culvert Outflow=0.92 cfs 3,104 cf Pond 5:PROP.CB-5 Peak Elev=80.39' Inflow=0.59 cfs 1,836 cf 12.0"x 150.0'Culvert Outflow--0.59 cfs 1,836 cf Pond 6:PROP.CB-6(STORMCEPTOR) Peak Elev=82.56' Inflow-0.66 cfs 2,032 cf 12.0"x 5.0'Culvert Outflow=0.66 cfs 2,032 cf Pond DMII 1• PROP.DMH-1 (STORMCEPTOR) Peak Elev=77.09' Inflow=1.12 cfs 4,043 cf 12.0"x 5.0'Culvert Outflow=1.12 cfs 4,044 cf Pond DMH 2:PROP.DMH 2(STORMCEPTOR) Peak Elev=78.76' Inflow=1.51 cfs 4,940 of 12.0"x 20.0'Culvert Outflow=1.51 cfs 4,940 cf Pond INF SYS-1:PROP.INFILTRATION SYSTEM-1 Peak Elev=83.01' Storage=1,437 of Inflow--0.81 cfs 2,823 cf Discarded=0.03 cfs 2,825 cf Primary=0.00 cfs 0 cf Outflow--0.03 cfs 2,825 cf Pond U-G-DET-1:PROP.UG-DET SYSTEM-1 Peak Elev=77.08' Storage--4,093 cf Inflow--2.63 cfs 8,984 cf Outflow-0.31 cfs 8,984 cf Pond U G-DET-2• PROP.UG-DET SYSTEM-2 Peak Elev=82.55' Storage--458 of Inflow--0.66 cfs 2,032 of Outflow--0.23 cfs 2,032 cf Total Runoff Area=115,092 A Runoff Volume=14,577 cf Average Runoff Depth=1.52" 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 10 year Rainfall=4.50" Page 28 Prepared by NIHF Design Consultants, Inc. 6/9/2006 H droCAD®7.10 s/n 001710 ©2005 droCAD Software Solutions LLC Hy Subcatchment 1S: DRAINAGE TO CB-1 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.00 cfs @ 14.69 hrs, Volume= 117 cf, Depth= 0.11" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 10 year Rainfall=4.50" Area(sf) CN Description 12,703 39 >75%Grass cover,Good,HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: DRAINAGE TO CB-2 Drainage area includes"future parking loamed and seeded"and assumes area is paved for CN values. [49]Hint:Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 12.07 hrs, Volume= 2,297 cf, Depth= 4.26" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt-7-0.05 hrs Type III 24-hr 10 year Rainfall=4.50" Area(sf) CN Description 6,463 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: DRAINAGE TO CB-3 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 1,630 cf, Depth= 4.26" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt=0.05 brs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 4,586 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) ($/ft) (ft/sec) (cfs) 5.0 Direct Entry, 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 10 year Rainfall=4.50" Prepared by NIHF Design Consultants,Inc. Page 29 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Subcatchment 4S: DRAINAGE TO CB-4 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.92 cfs @ 12.07 hrs, Volume= 3,104 cf, Depth= 4.04" Runoff by SCS-IR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 10-year Rainfall=4,50" Area(sf) CN Description — 8,872 98 Paved parking&roofs 358 39 >75%Grass cover,Good,HSG A 9,230 96 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (c£s) - 5.0 Direct Entry, Subcatchment 5S: DRAINAGE TO CB-5 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.08 hrs, Volume= 1,836 cf, Depth= 2.21" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 brs,dt--0.05 hrs Type III 24 hr 10 year Rainfall=4.50" Area(sf) CN Description - 6,394 98 Paved parking&roofs 374 39 >75%Grass cover,Good,HSG A 3,196 39 >75%Grass cover,Good,HSG A 9,964 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: DRAINAGE TO CB-6 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 12.08 hrs, Volume= 2,032 cf, Depth= 2.38" Runoff by SCS TR 20 method,UH=SCS, Time Span=0.00-40.00 hrs,dt=0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 6,909 98 Paved parking&roofs 3,354 39 >75%Grass cover,Cry HSG A 10,263 79 Weighted Average 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 10 year Rainfall=4.50" Prepared by NIHF Design Consultants,Inc. Page 30 HydroCADV 710 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) Wsec) (cfs) 5.0 Direct Entry, Subcatchment 7S: ROOF RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 12.07 hrs, Volume= 1,535 cf, Depth= 4.26" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 4,321 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: CANOPY RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.07 brs, Volume= 1,288 cf, Depth= 4.26" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 3,624 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: DRAINAGE TO WETLANDS [49]Hint: Tc<2dt may require smaller dt Runoff = 0.03 cfs @ 12.49 hrs, Volume= 738 cf, Depth= 0.16" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sD CN Description 33,967 36 Woods,Fair,IISG A 19,971 49 50-75%Grass cover,Fair HSG A 53,938 41 Weighted Average 1901-POSTDRAIN-Rev 6-9-06 Type K124-hr 10 year Rainfall=4.50" Prepared by NIHF Design Consultants,Inc. Page 31 H droCAD®7.10 s/n 001710 02005 HydroCAD Software Solutions LLC 6/9/2006 Tc Length Slope Velocity Capacity Description -(min) (feet) (ft/M (ft/sec) (cfs) 5.0 Direct Entry, Reach 1R: DRAINAGE CHANNEL Inflow Area= 18,208 sf, Inflow Depth= 1.34" for 10-year event Inflow = 0.23 cfs @ 12.38 hrs, Volume= 2,032 cf Outflow = 0.23 cfs @ 12.40 hrs, Volume= 2,032 cf, Atten=0%, Lag=1.3 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Max.Velocity= 1.0 fps, Mn. Travel Time--13 min Avg.Velocity=0.5 fps, Avg. Travel Time=3.6 min Peak Depth=0.28'@ 12.40 hrs Capacity at bank full=6.71 cfs Inlet Invert=81.00', Outlet Invert=78.00' 0.00' x 1.00' deep channel, n7-0.070 Side Slope Z-value=3.0 7' Top Width=6.00' Length= 100.0' Slope=0.0300'/' Reach 2R: DRAINAGE CHANNEL Inflow Area= 42,946 sf, Inflow Depth= 2.51" for 10 year event Wow = 0.31 cfs @ 12.69 hrs, Volume= 8,984 cf Outflow = 0.31 cfs @ 12.71 hrs, Volume= 8,984 cf, Atten=0 1/o, Lag= 1.2 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Max Velocity=0.7 fps, Min. Travel Time= 1.5 min Avg. Velocity=0.4 fps, Avg. Travel Time=2.8 min Peak Depth=0.39'@ 12.71 hrs Capacity at bank full=3.87 cfs Inlet Invert=74.60', Outlet Invert=74.00' 0.00' x 1.00' deep channel, n=0.070 Side Slope Z-value=3.0'f Top Width=6.00' Length=60.0' Slope=0.0100'/' Pond 1: ]PROP. CB-1 Inflow Area= 12,703 sf, Inflow Depth= 0.11" for 10-year event Inflow = 0.00 cfs @ 14.69 hrs, Volume= 117 cf Outflow = 0.00 cfs @ 14.69 hrs, Volume= 117 cf, Men=0 1/o, Lag=0.0 min Primary = 0.00 cfs @ 14.69 hrs, Volume= 117 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=78.53' @ 14.69 hrs Flood Elev=81.50' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min( 1,052.9- 1,052.9) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 10 year Rainfall=4.50" Prepared by Mfg'Design Consultants,Inc. Page 32 H droCAD®7.10 s/n 001710 02005 H droCAD Software Solutions LLC 6/9/2006 Device Routing Invert Outlet Devices #1 Primary 78.50' 12.0" x 20,0'long Culvert Ke=0.500 Outlet Invert=78.00' S=0.0250 'P Cc=0.900 n7-0.012 Primary Outflow Max-400 cfs @ 14.69 hrs HW=78.53' TW=76.76' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.00 cfs @ 0.6 fps) Pond 1P: PROP. UGDET SYSTEM-2 [43]flint: Has no inflow(Outflow--Zero) Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-hid method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=0.00'@ 0.00 hrs Surf.Area=0 sf Storage=0 cf Flood Elev=83.50' Surf.Area=0 sf Storage=2,749 cf Plug-Flow detention time=(not calculated) Center-of-Mass det.time=(not calculated) Volume Invert Avail Storage Storage Description #1 79.50' 2,513 cf 48.0"D x 50.00'L Horizontal Cylinder x 4 #2 79.50' 188 cf 48.0"D x 2.50'L Horizontal Cylinder x 6 #3 79.50' 47 cf 24.0"D x 15.00'L Horizontal Cylinder 2,749 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 78.70' 12.0" x 10.0'long Culvert Ke=0.500 Outlet luvert=78.50' S=0.0200 'P Cc--0.900 n7--0.012 #2 Device 1 79.50' 2.0"Vert.Orifice/Grate C=0.600 #3 Device 1 80.75' 3.0"Vert.Orifice/Grate C=0.600 #4 Device 1 83.50' 18.0"Horiz,Orifice/Grate Limited to weir flow C=0.600 l?rimary Outflow Max--0.00 cfs @ 0.00 brs HW=0.00' TW=81.00' (Dynamic Tailwater) l=Culvert (Controls 0.00 cfs) F--orifice/Grate rifice/Grate (Controls 0.00 cfs) 1E rifice/Grate (Controls 0.00 cfs) (Controls 0.00 cfs) Pond 2: PROP: CB-2 [87]Warning: Oscillations may require Finer Routing or smaller dt Inflow Area= 6,463 sf, Inflow Depth= 4.26" for 10-year event Inflow = 0.66 cfs @ 12.07 brs, Volume= 2,297 cf Outflow = 0.66 cfs @ 12.07 hrs, Volume= 2,297 cf, Atten=0"/", Lag=O.O min Primary = 0.66 cfs @ 12.07 hrs, Volume= 2,297 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=77.09' @ 12.78 hrs Flood Elev=78.60' Plug-Flow detention time-(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.1 min(749.0-748.9) 1901-POSTDRAIN-Rev 6-9-06 Type X 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants, Inc. Page 33 H droCAD®7.10 s/n 001710 02005 H droCAD Software Solutions LLC 6/9/2006 Device Routing Invert Outlet Devices #1 Primary 75.60' 12.0" x 35.0'long Culvert Ke=0.500 Outlet Invert=75.25' S=0.0100 '/' Cc=0.900 n7-0.012 Primary Outflow Max=0.00 cfs @ 12.07 hrs HW=76.18' TW=76.20' (Dynamic Tailwater) t-1=Culvert (Controls 0.00 cfs) Pond 3: PROP. CB-3 Inflow Area= 4,586 sf, Inflow Depth= 4.26" for 10-year event Inflow = 0.47 cfs @ 12.07 hrs, Volume= 1,630 cf Outflow = 0.47 cfs @ 12.07 hrs, Volume= 1,630 cf, Atten=0 1/6, Lag=0.0 min Primary = 0.47 cfs @ 12.07 hrs, Volume= 1,630 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt✓0.05 brs Peak Elev=78.69' @ 12.07 brs Flood Elev=82.35' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min.(748.9-748.9) Device Routing Invert Outlet Devices #1 Primary 78.35' 12.0" x 30.0'long Culvert Ke=0.500 Outlet Invert=78.00' S=0.0117 '/' Cc=0.900 n=0.012 Primary Outflow Max=0.45 cfs @ 12.07 hrs HW=78.68' TW=76.20' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.45 cfs @ 2.0 fps) Pond 3P: WETLANDS DESIGN POINT [40]Hint:Not Described(Outflow--Inflow) Inflow Area= 115,092 sf, Inflow Depth= 1.23" for 10-year event Inflow = 0.56 efs @ 12.51 hrs, Volume= 11,755 cf Primary = 0.56 cfs @ 12.51 hrs, Volume= 11,755 of, Atten=0"/0, Lag=0.0 nun Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Pond 4: PROP. CB-4 Inflow Area= 9,230 sf, Inflow Depth= 4.04" for 10-year event Inflow = 0.92 cfs @ 12.07 hrs, Volume= 3,104 cf Outflow = 0.92 cfs @ 12.07 hrs, Volume= 3,104 cf, Atten=0"/0, Lag=0.0 min Primary = 0.92 cfs @ 12.07 brs, Volume= 3,104 cf Routing by Dyn-Stor-Ind method,Time Span=0.0040.00 hrs,dt=0.05 hrs Peak Elev=79.08' @ 12.07 hrs Flood Elev=83.55' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det,time=0.0 min(764.0-764.0) 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 10 year Rainfall=4.50" Prepared by NH4F Design Consultants,Inc. Page 34 H droCAD®7.10 s/n 001710 ©2005 HvdroCAD Software Solutions LLC 6/9/2006 Device Routing Invert Outlet Devices #1 Primary 78.55' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0100 'P Cc=0.900 n=0,012 rimary Outflow Max=0.89 cfs @ 12.07 hrs HW=79.07' TW=78.74' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.89 cfs @ 3.1 fps) Pond 5: PROP. CB-5 Inflow Area= 9,964 sf, Inflow Depth= 2.21" for 10-year event Mow = 0.59 cfs @ 12.08 hrs, Volume= 1,836 cf Outflow = 0.59 cfs @ 12.08 hrs, Volume= 1,836 cf, Atten=0%, Lag=0.0 min Primary = 0.59 cfs @ 12.08 hrs, Volume= 1,836 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=80.39' @ 12.08 hrs Flood Elev=85.00' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of--Mass det. time=0.0 min(833.7-833.7) Device Routing Invert Outlet Devices #1 Primary 80.00' 12.0" x 150.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0110 'P Cc=0.900 n7-0.012 Primary Outflow Max--0.57 cfs @ 12.08 hrs HW=80.38' TW=78.74' (Dynamic Tailwater) t-l=Culvert (Inlet Controls 0.57 cfs @ 2.1 fps) Pond 6: PROP. CB-6 (STORMCEPTOR) Inflow Area= 10,263 sf, Inflow Depth= 2.38" for 10 year event Inflow = 0.66 cfs @ 12,08 hrs, Volume= 2,032 cf Outflow = 0.66 cfs @ 12.08 brs, Volume- 2,032 cf, Atten=0%, Lag=0,0 min Primary = 0.66 cfs @ 12.08 hrs, Volume= 2,032 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 hrs Peak Elev=82.56' @ 12.42 hrs Flood Elev=84.90' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det, time--0.0 min(828,3-828.3) Device Routing Invert Outlet Devices #1 Primary 81.90' 12.0" x 50 long Culvert Ke=0.500 Outlet Invert=81.80' S=0.0200 'P Cc=0.900 n=0.012 Primary Outflow Max<0.49 cfs @ 12.08 brs HW=82.34' TW=82.21' (Dynamic Tailwater) t--I--Culvert (Outlet Controls 0.49 cfs @ 2.2 fps) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants,Inc. Page 35 H droCAD®7.10 A 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Pond DMH-1: PROP. DMH-1 (STORMCEPTOR) [87]Warning: Oscillations may require Finer Routing or smaller dt [80]Warning:Exceeded Pond 2 by 0.31'@ 20.95 firs(0.33 cfs 2,917 co Inflow Area= 23,752 sf, Inflow Depth= 2.04" for 10-year event Inflow - 1.12 cfs @ 12.07 hrs, Volume= 4,043 cf Outflow = 1.12 cfs @ 12.07 brs, Volume= 4,044 cf, Atten=0%, Lag=0.0 min Primary = 1.12 cfs @ 12.07 firs, Volume= 4,044 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dr=0.05 brs Peak Elev=77.09' @ 12.73 hrs Flood Elev=81.00' Plug-Flow detention time--(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.1 min(757.9-757.7) Device Routing Invert Outlet Devices #1 Primary 75.00' 12.0" x 5.0'long Culvert Ke=0.500 Outlet Invert=74.95' S=0.0100 'f Cc=0.900 n-70.012 Primary Outflow Max=0.00 cfs @ 12.07 hrs HW=76.20' TW=76.31' (Dynamic Tailwater) t-l=Culvert (Controls 0.00 cfs) Pond DMEI-2: PROP. DM$-2 (STORMCEPTOR) Inflow Area= 19,194 sf, Inflow Depth= 3.09" for 10 year event Inflow = 1.51 cfs @ 12.07 hrs, Volume= 4,940 cf Outflow = 1.51 cfs @ 12.07 hrs, Volume= 4,940 cf, Atten=0°/", Lag=0.0 min Primary = 1.51 cfs @ 12.07 hrs, Volume= 4,940 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 brs Peak Elev=78.76' @ 12.07 brs Flood Elev=84.30' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.0 min(789.9-789.9) Device Routing Invert Outlet Devices #1 Primary 78.10' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=77.70' S=0,0200 '/' Cc=0.900 n---0.012 rimary Outflow Max--1.46 cfs @ 12.07 hrs HW=78.74' TW=76.32' (Dynamic Tailwater) l=Culvert (Inlet Controls 1.46 cfs @ 2.7 fps) Pond INF SYS-1: PROP. INFILTRATION SYSTEM-1 Inflow Area= 7,945 sf, Inflow Depth= 4.26" for 10 year event Inflow = 0.81 cfs @ 12.07 firs, Volume= 2,823 cf Outflow = 0.03 cfs @ 10.10 hrs, Volume= 2,825 cf, Atten=96%, Lag=0.0 min Discarded= 0.03 cfs @ 10.10 hrs, Volume= 2,825 cf Primary = 0.00 cfs @ 0.00 brs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 firs,dt=0.05 brs 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants,Inc. Page 36 HydroCAD 07 10 s/n 001710 ©2005 HydroCAD Software Solutions LLC __ 6/9/2006 Peak Elev=83.01' @ 15.18 hrs Surf Area=1,408 sf Storage=1,437 cf Flood Elev=83.70' Surf.Area= 1,408 sf Storage=2,004 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=403.5 min( 1,152.4-748.9) Volume Invert Avail Storage Storage Description #1 81.20' 1,011 cf 22.00'W x 64.00'L x 2.50'H Prismatoid 3,520 cf Overall-993 of Embedded=2,527 cf x 40.0%Voids #2 81.70' 942 cf 24.0"D x 60.00'L Horizontal Cylinder x 5 Inside#1 #3 8170' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 Inside#1 2,004 cf Total Available Storage _Device Routing Invert Outlet Devices #1 Primary 82.70' 12.0" x 28.0'long Culvert Ke=0.500 Outlet Invert=82.50' S=0.0071 '/' Cc=0.900 n=0.012 #2 Device 1 83.03' 8.0"Vert.Orifice/Grate C=0.600 #3 Discarded 0.00' 0.03 cfs Exfiltration at all elevations Discarded Outflow Max--0.03 cfs @ 10.10 hrs HW=81.23' (Free Discharge) 1-3=Exfiltration (Exfiltration Controls 0.03 cfs) Primary Outflow Max--0.00 cfs @ 0.00 hrs HW=81.20' TW=81.50' (Dynamic Tailwater) t-1=Culvert (Controls 0.00 cfs) t--2=Orifice/Grate (Controls 0.00 cfs) Pond U-G DET-1: PROP. UGDET SYSTEM-1 [80]Warning:Exceeded Pond DMH-1 by 0,57'@ 23.85 hrs(0.87 cfs 8,131 cf) Inflow Area= 42,946 sf, Inflow Depth= 2.51" for 10-year event Inflow - 2.63 cfs @ 12.07 hrs, Volume= 8,984 cf Outflow = 0.31 cfs @ 12.69 hrs, Volume= 8,984 cf, Atten=88%, Lag=36.8 min Primary = 0.31 cfs @ 12.69 hrs, Volume= 8,984 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 brs Peak Elev=77.08' @ 12.69 hrs Surf.Area=2,041 sf Storage=4,093 cf Flood Elev=78.70' Surf.Area=0 sf Storage=6,566 cf Plug-Flow detention time=230.6 min calculated for 8,984 cf(100%of inflow) Center-of-Mass det. time=230.4 min( 1005.9-775.5) Volume Invert Avail Storage Storage Description #1 74.70' 6,283 cf 48.0"D x 100.00'L Horizontal Cylinder x 5 #2 74.70' 251 cf 48.0"D x 2.50'L Horizontal Cylinder x 8 #3 74,70' 31 cf 24.0"D x 10.00'L Horizontal Cylinder 6,566 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 74.70' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=74.60' S=0.0050 '/' Cc=0.900 n=0.012 #2 Device 1 74.70' 2.0"Vert.Orifice/Grate C=0.600 #3 Device 1 76.50' 3.0"Vert. Orifice/Grate C=0.600 #4 Device 1 78.70' 18.0"Horiz.Orifice/Grate Limited to weir flow C=0.600 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 10 year Rainfall=4.50" Prepared by MHF Design Consultants,Inc. Page 37 HydroCAD 07 10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Primary Outflow Max--0.31 cfs @ 12.69 hrs HW=77.08' TW=74.99' (Dynamic Tailwater) L1=Culvert (Passes 0.31 cfs of 5.19 cfs potential flow) 2r0rifice/Grate (Orifice Controls 0.15 cfs @ 7.0 fps) 3=0rifice/Grate (Orifice Controls 0.16 cfs @ 3.3 fps) rifice/Grate (Controls 0.00 cfs) Pond U-G-DET-2: PROP. UG-DET SYSTEM-2 [80]Warning:Exceeded Pond 6 by 0.03'@ 12.20 brs(0.36 cfs 226 cf) Inflow Area= 18,208 sf, Inflow Depth= 1.34" for 10-year event Inflow = 0.66 cfs @ 12.08 brs, Volume= 2,032 cf Outflow = 0.23 cfs @ 12.38 brs, Volume= 2,032 cf, Atten=65%, Lag= 18.1 min Primary = 0.23 cfs @ 12.38 hrs, Volume= 2,032 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=82.55' @ 12.38 hrs Surf.Area=531 sf Storage=458 cf Flood Elev=83.50' Surf.Area=0 sf Storage=847 cf Plug-Flow detention time--20.8 min calculated for 2,032 cf(100%of inflow) Center-of-Mass det.time=20.3 min(848.6-828.3) Volume Invert Avail Storage Storage Description #1 81.50' 785 cf 24.0"D x 50.00'L Horizontal Cylinder x 5 #2 81.50' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 #3 8150' 12 cf 12.0"D x 15.00'L Horizontal Cylinder 847 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 81.50' 12.0" x 30.0' long Culvert Ke=0.500 Outlet Invert=81.00' S=0:0167 '/' Cc=0.900 n=0.012 #2 Device 1 81.50' 3.0"Vert.Orifice/Grate C=0.600 #3 Device 1 83.40' 18.0"Horiz.Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max--0.23 cfs @ 12.38 hrs HW=82.55' TW=81.28' (Dynamic Tailwater) L1=Culvert (Passes 0.23 cfs of 2.81 cfs potential flow) �2 Orifice/Grate (Orifice Controls 0.23 cfs @ 4.6 fps) 3=Orifice/Grate (Controls 0.00 cfs) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by N*U Design Consultants, Inc. Page 38 HydroCADO 7 10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Time span=0.00-40.00 hrs,dt=0.05 hrs, 801 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:DRAINAGE TO MI Runoff Area=12,703 sf Runoff Depth=0.57" Tc=5.0 min CN=39 Runoff--0.07 cfs 599 of Subcatchment 2S:DRAINAGE TO CB-2 Runoff Area=6,463 sf Runoff Depth=6.16" Tc=5.0 min CN=98 Runoff=0.94 cfs 3,318 of Subcatchment 3S:DRAINAGE TO CB-3 Runoff Area=4,586 sf Runoff Depth=6.16" Tc=5.0 min CN=98 Runoff=0.66 cfs 2,355 cf Subcatchment 4S:DRAINAGE TO CB-4 Runoff Area--9,230 sf Runoff Depth=5.93" Tc=5.0 min CN=96 Runoff=1.32 cfs 4,558 of Subcatchment 5S:DRAINAGE TO CB-5 Runoff Area--9,964 sf Runoff Depth=3.83" Tc=5.0 min CN=77 Runoff=1.03 cfs 3,181 of Subcatchment 6S:DRAINAGE TO CB-6 Runoff Area--10,263 sf Runoff Depth=4.04" Tc=5.0 min CN=79 Runoff-- .11 cfs 3,454 cf Subcatchment 7S:ROOF RUNOFF Runoff Area--4,321 sf Runoff Depth=6.16" Tc=5.0 min CN=98 Runoff=0.63 cfs 2,219 of Subcatchment 8S: CANOPY RUNOFF Runoff Area=3,624 sf Runoff Depth=6.16" Tc=5.0 min CN=98 Runoff=0.53 cfs 1,861 cf Subcatchment 10S•DRAINAGE TO WETLANDS Runoff Area=53,938 sf Runoff Depth=0.69" Tc=5.0 min CN=41 Runoff=0.47 cfs 3,113 cf Reach 1R:DRAINAGE CHANNEL Peak Depth=0.38' Max Vet=1.2 fps Inflow=0.52 cfs 4,358 of n=0.070 L=100.0' S=0.0300'/' Capacity=6.71 cfs Outflow--0.51 cfs 4,358 cf Reach 2R: DRAINAGE CHANNEL Peak Depth=0.47' Max Vet=0.8 fps Inflow--0.51 cfs 14,011 of n=0.070 L=60.0' S=0.0100'P Capacity=3.87 cfs Outflow--0.51 cfs 14,011 of Pond 1:PROP.CB-1 Peak Elev=78.63' Inflow=0.07 cfs 599 of 12.0"x 20.0'Culvert Outflow--0.07 cfs 599 of Pond 1P:PROP.UG-DET SYSTEM-2 Peak Elev=0.00' Storage=0 cf Primary=0.00 cfs 0 of Pond 2: PROP.CB-2 Peak Elev=78.47' Inflow=0.94 cfs 3,318 cf 12.0"x 35.0'Culvert Outflow--0.94 cfs 3,318 cf Pond 3: PROP.CB-3 Peak Elev=78.76' Inflow--0.66 cfs 2,355 of 12.0"x 30.0'Culvert Outflow--0.66 cfs 2,355 of 1901-POSTDRAIN-Rev 6-9-06 Type N 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 39 HydroCAD®7 10 On 001710 ©2005 HydroCA.D Software Solutions LLC _ 6/9/2006 Pond 3P:WETLANDS DESIGN POINT Mom-1.37 cfs 21,481 of Primary=1.37 cfs 21,481 cf Pond 4:PROP.CS-4 Peak Elev=79.25' Inflow--l.32 efs 4,558 cf 12.0"x 20.0'Culvert Outflow=1.32 cfs 4,558 of Pond 5:PROP.M5 Peak Elev=80.52' Inflow-1.03 cfs 3,181 cf 12.0"x 150.0'Culvert Outflow=1.03 efs 3,181 cf Pond 6:PROP.CB-6(STORMCEPTOR) Peak Elev=83.48' Inflow=l.I I cfs 3,454 cf 12.0"x 5.0'Culvert Outflow=1.11 cfs 3,454 cf Pond DMIH 1: PROP.DMH 1(STORMCEPTOR) Peak Elev=78.47' Inflow--l.63 cfs 6,272 cf 12.0"x 5.0'Culvert Outflow=1.63 efs 6,272 cf Pond DMII 2: PROP.DMH-2(STORMCEPTOR) Peak Elev=78.98' Inflow--2.35 cfs 7,739 of 12.0"x 20.0' Culvert Outflow=2.35 cfs 7,739 cf Pond INF SYS-1:PROP.INFILTRATION SYSTEM-1 Peak Elev=83.48' Storage=1,845 cf Inflow=1.15 cfs 4,079 cf Discarded=0.03 cfs 3,176 cf Primary=0.22 cfs 904 cf Outflow--0.25 efs 4,080 of Pond U-G-DET-1:PROP.UG-DET SYSTEM-1 Peak Elev=78.47' Storage=6,415 of Mow--3.98 cfs 14,011 cf Outflow--0.51 efs 14,011 cf Pond U-G-DET-2:PROP.UG-DET SYSTEM-2 Peak Elev=83.46' Storage--843 cf Inflow--l.11 cfs 4,358 of Outflow--0.52 cfs 4,358 cf Total Runoff Area=115,092 sf Runoff Volume=24,657 of Average Runoff Depth=2.57" 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 40 HydroCAD 0710 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Subcatchment 1S: DRAINAGE TO CB-1 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.07 cfs @ 12.29 hrs, Volume= 599 cf, Depth= 0.57" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-br 100-year Rainfa11=6.40° Area(sf) CN Description 12,703 39 >75%Grass cover,Good,HSG A Tc Length Slope Velocity Capacity Description —(mm) (feet) (ft/ft) (f/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: DRAINAGE TO CB-2 Drainage area includes"future parking loamed and seeded"and assumes area is paved for CN values. [49]Hint: Tc<2dt may require smaller dt Runoff = 0.94 cfs @ 12.07 hrs, Volume= 3,318 cf, Depth= 6.16" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 100 year Rainfall=6.40" Area(sf) CN Description 6,463 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) OVA) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: DRAINAGE TO CB-3 [49]Hint: Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 12.07 hrs, Volume= 2,355 cf, Depth= 6.16" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 brs Type III 24-hr 100-year Rainfall=6.40" Area(sf) CN Description 4,586 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (fdft) (fl/sec) (cfs) 5.0 Direct Entry, 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 41 HydroCAD®7.10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Subcatchment 4S: DRAINAGE TO CB-4 [49]Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.07 hrs, Volume= 4,558 cf, Depth= 5.93" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-br 100-year Rainfall=6.40" Area(sf) CN Description 8,872 98 Paved parking&roofs 358 39 >75%Grass cover,Good,HSG A 9,230 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: DRAINAGE TO CB-5 [49]Hint: Tc<2dt may require smaller dt Runoff = 1.03 cfs @ 12.08 hrs, Volume 3,181 cf, Depth= 3.83" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 brs Type 11124-hr 100-year Rainfall=6.40" Area(sf) CN Description 6,394 98 Paved parking&roofs 374 39 >75%Grass cover,Good,HSG A _ 3,196 39 >75%Grass cover,Grand,HSG A 9,964 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: DRAINAGE TO CB-6 [49]Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.08 hrs, Volume= 3,454 cf, Depth= 4.04" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area(so CN Description 6,909 98 Paved parking&roofs 3,354 39 >75%Grass cover,Good HSG A 10,263 79 Weighted Average 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 42 HydroCAD®7 10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Tc Length Slope Velocity Capacity Description —(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: ROOF RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 2,219 cf, Depth= 6.16" Runoff by SCS TR 20 method,UH=SCS,Time Span-0.0040.00 hrs,dt--0.05 hrs Type I1124-hr 100-year Rainfall=6.40" Area(sf) CN Description 4,321 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: CANOPY RUNOFF [49]Hint: Tc<2dt may require smaller dt Runoff = 0.53 cfs(a, 12.07 hrs, Volume= 1,861 cf, Depth= 6.16" Runoff by SCS TR 20 method,UH=SCS,Time Span=0.00-40.00 brs,dt---0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area(sf) CN Description T 3,624 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: DRAINAGE TO WETLANDS [49]Hint: Tc<Ldt may require smaller dt Runoff = 0.47 cfs @ 12.15 hrs, Volume= 3,113 cf, Depth= 0.69" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-40.00 hrs,dt--0.05 hrs Type III 24-hr 100 year Rainfall=6.40" Area(sf) CN Description 33,967 36 Woods,Fair,HSG A _19,971 49 50-75%Grass cover,Fair,HSG A 53,938 41 Weighted Average 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=640" Prepared by NW Design Consultants,Inc. Page 43 HydroCAD®710 A001710 0 2005 HydroCAD Software Solutions LLC 6/9/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 5.0 Direct Entry, Reach 1R: DRAINAGE CHANNEL Inflow Area= 18,208 sf, Inflow Depth= 2.87" for 100-year event Inflow = 0.52 cfs @ 12.44 hrs, Volume= 4,358 of Outflow = 0.51 cfs @ 12.45 hrs, Volume= 4,358 cf, Atten= l%, Lag= 1.1 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Max.Velocity=1.2 fps, Min.Travel Time--1.4 min Avg.Velocity=0.5 fps, Avg. Travel Time=3.1 min Peale Depth=0.38'@ 12.45 hrs Capacity at bank full=6.71 cfs Inlet Invert=81.00', Outlet Invert=78.00' 0.00' x 1.00' deep channel, n=0.070 Side Slope Z-value=3.0'/' Top Width=6.00' Length=100.0' Slope=0.03007' Reach 2R: DRAINAGE CHANNEL Inflow Area= 42,946 sf, Inflow Depth= 3.91" for 100 year event Inflow = 0.51 cfs @ 12.65 hrs, Volume= 14,011 cf Outflow = 0.51 cfs @ 12.67 hrs, Volume= 14,011 cf, Atten=0%, Lag= 1.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40,00 hrs,dt=0.05 hrs Max.Velocity=0.8 fps, Min. Travel Time=1.3 min Avg.Velocity=0.4 fps, Avg. Travel Time=2.4 min Peak Depth=0.47'@ 12.67 hrs Capacity at bank full=3.87 cfs Inlet Invert=74.60', Outlet Invert=74.00' 0.00' x 1.00' deep channel, n=0.070 Side Slope Z-value=3.0'/' Top Width=6.00' Length=60.0' Slope=0.0100'P Pond 1: PROP. CB-1 Inflow Area= 12,703 sf, Inflow Depth= 0.57" for 100-year event Inflow = 0.07 cfs @ 12.29 hrs, Volume= 599 cf Outflow = 0.07 cfs @ 12.29 brs, Volume= 599 cf, Atten=0"/o, Lag=0.0 min Primary = 0.07 cfs @ 12.29 hrs, Volume= 599 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=78.63' @ 12.29 brs Flood Elev=81.50' Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.0 min(9454-945.4) 1901-POSTDRAIN-Rev 6-9-06 Type X 24-hr 100 year Rainfall=6.40" Prepared by MHF Design Consultants,Inc. Page 44 H droCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Device Routing Invert Outlet Devices #1 Primary 78.50' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=78.00' S=0,0250 '/' Cc=0.900 n--0.012 rimary OutFlow Max--0.07 cfs @ 12.29 hrs HW=78.63' TW=77.88' (Dynamic Tailwater) 1=Culvert (inlet Controls 0.07 cfs @ 1.2 fps) Pond 1P: PROP. UG-DET SYSTEM-2 [43]Hint: Has no inflow(Outflow--Zero) Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peal{Elev=0.00'@ 0.00 hrs Surf.Area=0 sf Storage=0 cf Flood Elev=83.50' Surf.Area=0 sf Storage=2,749 cf Plug-Flow detention time--(not calculated) Center-of-Mass det. time--(not calculated) Volume Invert Avail Storage Storage Description #1 79.50' 2,513 cf 48.0"D x 50.00'L Horizontal Cylinder x 4 42 79.50' 188 cf 48.0"D x 2.50'L Horizontal Cylinder x 6 43 79.50' 47 cf 24.0"D x 1500%Horizontal Cylinder 2,749 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 78.70' 12.0" x 10.0'long Culvert Ke=0.500 Outlet Invert=78.50' S=0.0200 'f Cc=0.900 n--0.012 #2 Device 1 79.50' 2.0"Vert.Orifice/Grate C=0.600 43 Device 1 80.75' 3.0"Vert.Orifice/Grate C=0.600 #4 Device 1 83.50' 18.0"Horiz.Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max--0.00 cfs @ 0.00 hrs HW=0.00' TW=81.00' (Dynamic Tailwater) t--1=Culvert (Controls 0.00 cfs) 2=0rifice/Grate (Controls 0.00 cfs) IL-3=0 (Controls 0.00 cfs) rifice/Grate (Controls 0.00 cfs) Pond 2: PROP. CB-2 [87]Warning: Oscillations may require Finer Routing or smaller dt Inflow Area= 6,463 sf, Inflow Depth= 6.16" for 100 year event Inflow = 0.94 cfs @ 12.07 hrs, Volume= 3,318 cf Outflow = 0.94 cfs @ 12.07 hrs, Volume= 3,318 cf, Atten=0%, Lag=0.0 min Primary = 0.94 cfs @ 12.07 hrs, Volume= 3,318 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=78.47' @ 12.75 brs Flood Elev=78.60' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.1 min(743.4-743.3) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 45 HydroCADO 7.10 s/n 001710 ©2005 HydroCAD Software Solutions LLC 6/9/2006 Device Routing Invert Outlet Devices #1 Primary 75.60' 12.0" x 35.0' long Culvert Ke=0.500 Outlet Invert=75.25' S=0.0100 'P Cc=0.900 n=0.012 Primary Outflow Max--O.00 cfs @ 12.07 hrs HW=76.75' TW=76.96' (Dynamic Tailwater) t--l=Culvert (Controls 0.00 cfs) Pond 3: PROP. CB-3 Inflow Area= 4,586 sf, Inflow Depth= 6.16" for 100-year event Inflow = 0.66 cfs @ 12.07 hrs, Volume= 2,355 cf Outflow = 0.66 cfs @ 12.07 hrs, Volume= 2,355 cf, Atten=0%, Lag=0.0 min. Primary = 0.66 cfs @ 12.07 hrs, Volume= 2,355 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=78.76'@ 12.07 hrs Flood Elev=82.35' Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det. time--0.0 min(743.3-743.3) Device Routing Invert Outlet Devices #1 Primary 78.35' 12.0" x 300 long Culvert Ke=0.500 Outlet Invert-78.00' S=0.0117 'P Cc--0.900 n7-0.012 rrimary OutFlow Max--0.64 cfs @ 12.07 hrs HW=78.75' TW 76.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.64 cfs @ 2.2 fps) Pond 3P: WETLANDS DESIGN POINT [40]Hint:Not Described(Outflow--Inflow) Inflow Area= 115,092 sf, Inflow Depth= 2.24" for 100-year event Inflow = 1.37 cfs @ 1231 hrs, Volume= 21,481 cf Primary = 1.37 cfs @ 12.31 hrs, Volume= 21,481 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Pond 4: PROP. CB-4 Inflow Area= 9,230 sf, Inflow Depth= 5.93" for 100-year event Inflow - 1.32 cfs @ 12.07 hrs, Volume= 4,558 cf Outflow = 1.32 e£s @ 12.07 hrs, Volume= 4,558 cf, Atten=0%, Lag=0.0 min Primary = 1.32 cfs @ 12.07 hrs, Volume= 4,558 cf Routing by Dyn-Stor-Ind method, Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=79.25' @ 12.09 hrs Flood Elev=83.55' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time--0.0 min(755.9-755.9) 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by NUF Design Consultants,Inc. Page 46 HydroCAD®7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 Device Routing, Invert Outlet Devices #1 Primary 78.55' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0100 'P Cc--0.900 n=0.012 Primary Outflow Max=1.14 cfs @ 12.07 hrs HW=79.22' TW=78.96' (Dynamic Tailwater) t-1--Culvert (Outlet Controls 1.14 cfs @ 2.9 fps) Pond 5: PROP. CB-5 Inflow Area= 9,964 sf, Inflow Depth= 3.83" for 100-year event Inflow - 1.03 cfs @ 12.08 hrs, Volume= 3,181 of Outflow = 1.03 cfs @ 12.08 brs, Volume= 3,181 cf, Atten=0%, Lag=0.0 min Primary = 1.03 cfs @ 12.08 brs, Volume= 3,181 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 brs,dt=0.05 brs Peak Elev=80.52' @ 12.08 brs Flood Elev=85.00' Plug-Flow detention time--(not calculated: outflow precedes inflow) Center-of-Mass det, time=0.0 min(817.9- 817.9) Device Routing Invert Outlet Devices 41 Primary 80.00' 12.0" x 150.0'long Culvert Ke=0.500 Outlet Invert=78.35' S=0.0110 'r Cc=0.900 w--0.012 rrimary Outflow Max--O.99 cfs @ 12.08 brs HW=80.5P TW=78.96' (Dynamic Tailwater) LL-1=Culvert (Inlet Controls 0.99 cfs @ 2.4 fps) Pond 6: PROP. CB-6 (STORMCEPTOR) Inflow Area= 10,263 sf, Inflow Depth= 4.04" for 100-year event Inflow = 1.11 cfs @ 12.08 brs, Volume= 3,454 cf Outflow = 1.l l cfs @ 12.08 lirs, Volume= 3,454 cf, Atten=0%, Lag=0.0 min Primary = 1.11 cfs @ 12.08 hrs, Volume= 3,454 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=83.48' @ 12.32 hrs Flood Elev=84.90' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.0 min(813.1 -813.1) Device Routing Invert Outlet Devices #1 Primary 81.90' 12.0" x 5.0'long Culvert Ke=0.500 Outlet Invert=81.80' S=0.0200 '/' Cc=0,900 n=0.012 Primary OutFlow Max-0.00 cfs @ 12.08 hrs HW=82.62' TW=82.71' (Dynamic Tailwater) t-1=Culvert (Controls 0.00 cfs) 1901-POSTDRAIN-Rev 6-9-06 Type III24-hr 100 year Rainfall=6 40" Prepared by MI-IF Design Consultants,Inc. Page 47 HydroCAD®7 10 s/n 001710 02005 H @roCAD Software Solutions LLC 6/9/2006 Pond DMH-1: PROP. DMH-1 (STORMCEPTOR) [80]Warning:Exceeded Pond 2 by 0,74'@ 20.50 firs(1.70 cfs 11,017 cf) Inflow Area= 23,752 s£, Inflow Depth= 3.17" for 100-year event Inflow = 1.63 cfs @ 12.07 firs, Volume= 6,272 cf Outflow = 1.63 cfs @ 12.07 hrs, Volume= 6,272 cf, Atten=0%, Lag=0.0 min Primary = 1.63 cfs @ 12.07 hrs, Volume= 6,272 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 firs,dt=0.05 hrs Peak Elev=78.47' @ 12.70 firs Flood Elev=81.00' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time--0.0 min(762.7-762.6) Device Routing Invert Outlet Devices #1 Primary 75.00' 12.0" x 5.0' long Culvert Ke=0.500 Outlet Invert=74.95' S=0.0100 '/' Cc--0.900 n-70.012 Primary Outflow Ma)c--0.00 cfs @ 12.07 hrs HW=76.98' TW=77.09' (Dynamic Tailwater) t--l=Culvert (Controls 0.00 cfs) Pond DM11-2: PROP. DMH-2 (STORMCEPTOR) Inflow Area= 19,194 sf, Inflow Depth= 4.84" for 100 year event Inflow = 2.35 cfs @ 12.07 hrs, Volume= 7,739 cf Outflow = 2.35 cfs @ 12.07 hrs, Volume= 7,739 cf, Atten-0%, Lag=0.0 min Primary = 2.35 cfs @ 12.07 firs, Volume= 7,739 of Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 firs,dt=0.05 firs Peak Elev=78.98'@ 12.07 firs Flood Elev=84.30' Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.0 min(781.4-781.4) Device Routing Invert Outlet Devices #1 Primary 78.10' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=77.70' S=0.0200 '/' Cc=0.900 n7-0,012 Primary OutFlow Max--2.27 cfs @ 12.07 hrs HW=78.96' TW 77.08' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 2.27 cfs @ 3.2 fps) Pond M SYS-1: PROP. INFILTRATION SYSTEM-1 [87]Warning: Oscillations may require Finer Routing or smaller dt Inflow Area= 7,945 sf, Inflow Depth= 6.16" for 100-year event Inflow = 1.15 cfs @ 12,07 hrs, Volume= 4,079 cf Outflow = 0.25 cfs @ 12.54 hrs, Volume= 4,080 cf, Atten=78%, Lag=28.3 min Discarded= 0.03 cfs @ 8.95 brs, Volume= 3,176 cf Primary = 0.22 cfs @ 12.54 hrs, Volume= 904 cf 1901-POSTDRAIN-Rev 6-9-06 Type X 24-hr 100 year Rainfall=6 40" Prepared by IVI£IF Design Consultants,Inc. Page 48 HydroCAD®7.10 s/n 001710 ©2005RydroCAD Software Solutions LLC 6/9/2006 Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=83.48' @ 12.49 hrs Surf.Area= 1,408 sf Storage= 1,845 cf Flood Elev=83.70' Surf.Area= 1,408 sf Storage=2,004 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of--Mass det,time=342.2 min(1,085.5-743.3) Volume Invert Avail.Storage Storage Description #1 81.20' 1,011 cf 22.00'W x 64.00'L x 2.50%Prismatoid 3,520 cf Overall-993 cf Embedded=2,527 cf x 40.0%Voids #2 81.70' 942 of 24.0"D x 60.00'L Horizontal Cylinder x 5 Inside#1 #3 81.70' 50 of 24.0"D x 2.00'L Horizontal Cylinder x 8 Inside#1 2,004 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 82.70' 12.0" x 28.0'long Culvert Ke=0.500 Outlet Invert-82.50' S=0.0071 '/' Cc--0.900 n7-0.012 #2 Device 1 83.03' 8.0"Vert.Orifice/Grate C=0.600 #3 Discarded 0.00' 0.03 cfs Exfiltration at all elevations Discarded Outflow May-0.03 cfs @ 8.95 hrs HW=81.23' (Free Discharge) L3=Exfiltration (Exf ltration Controls 0.03 cfs) Primary Outflow May--0.23 cfs @ 12.54 hrs HW=83.47' TW=83.43' (Dynamic Tailwater) 't-1--Culvert (Passes 0.23 cfs of 0.51 cfs potential flow) t-2--Orifice/Grate (Orifice Controls 0.23 cfs @ 0.9 fps) Pond U-G DET-1: PROP. UGDET SYSTEM-1 [80]Waring:Exceeded Pond DMH-1 by 0.90'@ 24.10 hrs(1.88 cfs 13,334 cf) Inflow Area= 42,946 sf, Inflow Depth= 3.91" for 100-year event Inflow = 3.98 cfs @ 12.07 hrs, Volume= 14,011 cf Outflow = 0.51 cfs @ 12.65 hrs, Volume= 14,011 cf, Atten=87%, Lag=34.5 min Primary = 0.51 cfs @ 12.65 hrs, Volume= 14,011 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=-0.05 hrs Peak Elev=78.47' @ 12.65 hrs Surf.Area=969 sf Storage=6,415 cf Flood.Elev=78.70' Surf.Area=0 sf Storage=6,566 c£ Plug-Flow detention time=221.6 min calculated for 13,993 cf(100%of inflow) Center-of-Mass det.time=222.0 min(995.0-773.0) Volume Invert Avail.Storage Storage Description #1 74.70' 6,283 cf 48.0"D x 100.00'L Horizontal Cylinder x 5 #2 74,70' 251 of 48.0"D x 2.50'L Horizontal Cylinder x 8 #3 74.70' 31 c£ 24.0"D x 10.00'L Horizontal Cylinder 6,566 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 74.70' 12.0" x 20.0'long Culvert Ke=0.500 Outlet Invert=74.60' S=0,0050 '/' Cc=0.900 n7-0.012 #2 Device 1 74.70' 2.0"Vert. Orifice/Grate C=0.600 #3 Device 1 76.50' 3.0"Vert.Orifice/Grate C=0.600 1901-POSTDRAIN-Rev 6-9-06 Type III 24-hr 100 year Rainfall=6 40" Prepared by MHF Design Consultants,Inc. Page 49 H droCADV 7.10 s/n 001710 ©2005 H droCAD Software Solutions LLC 6/9/2006 #4 Device 1 78.70' 18.0"Horiz. Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Ma?-0.51 cfs @ 12.65 hrs HW=78.47' TW=75.07' (Dynamic Tailwater) t--l=Culvert (Passes 0.51 cfs of 6.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.9 fps) 3=Orifice/Grate (Orifice Controls 0.32 cfs @ 65 fps) Orifice/Grate (Controls 0.00 cfs) Pond U-G DET-2: PROP. UG-DET SYSTEM-2 [80]Warning: Exceeded Pond 6 by 0.21'@ 12.15 hrs(1.74 cfs 1,240 co [80]Wanting:Exceeded Pond INF SYS-1 by 0.21' @ 12.25 hrs(0.50 cfs 240 cf) Inflow Area= 18,208 sf, Inflow Depth= 2.87" for 100-year event Inflow = 1.11 cfs @ 12.08 brs, Volume= 4,358 cf Outflow = 0.52 cfs @ 12.44 hrs, Volume= 4,358 cf, Atten=53%, Lag=21.7 min Primary = 0.52 cfs @ 12.44 hrs, Volume= 4,358 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs,dt=0.05 hrs Peak Elev=83.46' @ 12.44 hrs Surf.Area= 157 sf Storage=843 cf Flood Elev=83.50' Surf.Area=0 sf Storage=847 cf Plug-Flow detention time=28.2 min calculated for 4,352 cf(100%of inflow) Center-of-Mass det. time=28.3 min(839.4-811.1) Volume Invert Avail Storage Storage Description #1 81.50' 785 cf 24.0"D x 50.00'L Horizontal Cylinder x 5 42 81.50' 50 cf 24.0"D x 2.00'L Horizontal Cylinder x 8 #3 8150' 12 cf 12.0"D x 15.00'L Horizontal Cylinder 847 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 8150' 12.0" x 30.0' long Culvert Ke=0.500 Outlet Invert=81.00' S=0.0167 'f Cc--0.900 n--0.012 #2 Device 1 81.50' 3.0"Vert. Orifice/Grate C=0,600 #3 Device 1 83.40' 18.0" Horiz. Orifice/Grate Limited to weir flow C=0.600 Primary Outflow Max=0.51 cfs @ 12.44 hrs HW=83.45' TW=81.38' (Dynamic Tailwater) t-1=Culvert (Passes 0.51 cfs of 4.56 cfs potential flow) T2=OrificetGrate (Orifice Controls 0.32 cfs @ 6.5 fps) 3=Orifice/Grate (Weir Controls 0.19 cfs @ 0.8 fps) IX: a s F:A Projects\Eng\190101\1901-Drainage Report.doc 18 7, 30" 927 4AVERHILL(CITY HALL)48 KM. 324 325 \ i \ `/ Ple , 495 \ J (125 /i✓� f�II � BU r v 4 �� � 1&�� � �`� 11,E I .,•� �� -� ,, 11 ��� ♦ easan Valley '-�- j / G .Sch• - �r„ � � ub ta��: J; r o Tree 4% 0 Ward'H/ T '- "�` \ J Q � ' b �' r %� I•/ ��AVEREIIL4 .16. ,� snird AN 6 ) < vo� / ".� �_�.� i� r f 4 Water J � `I', f ° � �,1, ( /�r� ✓''/_\ �;� I i i �r � \� \Q."� 1 11\�'l`!\ � 2 '8M `I\( -.> 54 2 Q, '\\\�,•� �I�` IJ � I I �/RE'Nge �i'� � ICIPAL AIRP T __ j.i 11 O RM to � II ..' �` i - � Par� �,� E I �'%'� • - � i �� I 1 � �I r ��i .;�Y- Dou e•eck; 0' �, A �I��Four Apr s�ill�y —�F X75 f_OReilly I _Suitor \ �CM, , JA����,,,�� �--- 7 Bride X13 . y 290 /✓ boc d MARKET O'Connel 7 igh B1. 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C t: Q w ceB 3 PaG''.� RIB PbD = Wnt3 De PaB PaD XX hryb ��6 PbD il. y Sub PaB oC o Ws_ PbD PtiD ,p 6e ? �iNC D e' l g PaB- 9 of 5 � RIB \WriB LA �� U Pb8 WsE , R ER s W rC - PaB:, Wr8 � PcE'PaB � LL PbD o Se . y 4 MC �r ++0` PbG U r• t PbD ae WrB PaB' Wr6 t '„7, PbD U O<,` PaB PaC r PaB WsB m I'bC De o Pac- PbD a� StB Pe PcE PaC d H Pa6 DE AY / Se Ur PaD, a PbC LeA / LeA WrB- PbD \ r ,CmC 1� \ J Lg. PaD WrB w PaB 133 PbC WYB' B StB:m Ci Wr6 RoD WB � o Pad cK6 cac e MD. s RIB” S. StB CaC _ v Cb6 .•r Ws6;. sp. 'Ao. G�, Sul SYA y/aq CmB StB LeB e "' Pac. LAKE stc o o -� cr W rc. CFICI�ICHEWICI- suB LeB stA`` wg o' ;m Coc�` PbD RUS StB `Ur MC ��. PaB PaD Hi L OD StC I EB... m CoD �G. WrB PaD StB GmU C. ` Pac Stc — I X. Test Pit Logs F:AProjects\Eng\190105\1901-Drainage Rcporl.doc 19 FORM .11-- SOIL EVALUATOR FORM Page 1 or 3 :. No. l 1 ... F Jb Date: Commonwealth of Massachusetts 1Jopji, Av�dover , Massachusetts Soil' Suitability Assessrtient for ®u�site Sewae-Dis osar Performed By: . X►d Yw S &CAbor O ... .. ..................................... Date: �� .. Witnessed By: .. '....... .�tVt�. .....1•....... 0...................�.. e... ...... r..,l ..........R��lel.......... t«�r�+,Baer«:« 1503 Ca 3 o O Ca ' S Owner's Him, e r D e yelcr ear Cbr'P. V ° V 1 ` � JUot-4\.Aindo,ref-) MA. T��� ew Construction KRepair ❑ T 8 377 S at 117 Office Review Published Soil Survey Available: No ❑ Yes Q Year Published 1.1.8.1...... Publication Scale !�1.35*f 840 Soil Map Unit q.�r �►r� Drainage Class Ekcc;*Vll�-Soil Limitations ................................._.................._....._.w Surficial Geologic Report Available: No W Yes ❑ Year Published Publication Scale Geologic Material (Map Unit) ...................................................................................................................._.._............... _.�..,.. L:andform, ....................................................................................... ................................ . ....................................................._...._ ..... Flood Insurance Rate Map: -Above 500 year flood boundary No ❑Yes Within 500 year flood boundary No ❑Yes ❑ ' Within 100 year flood boundary No ❑Yes Wetland Area: National Wetland Inventory Map (map unit) ...N. AA..11.. .........................................._................. :...._-......_..�.. Wetlands Conservancy Program Map (map unit) .............................................................. - -_- Current Water Resource Conditions (USGS): Month a. =.a00,,5 Y Range :Above Normal Normal ❑Belcmv Normal ❑ Other References Reviewed: DGP APPROVED FORM-12/07195 ,. .:.:. :. ORM 11 SOIL E�. 'ALU. TOR- OR Page 2 of 3 Location Address or Lot into, O 0DI c t'('-0\ jaer On.-site Review .,�:. 0.� Time:.::::... 0d:. WeatherV. .......b'i :...._:..., Deep Hole Number ••�.... DaCe:..v. Q 6fGte 70 Location (ideitt' .Y otn site plan o::.:.:.a,,.:,�::....v.:...:::A.:. :. r��� o Land Use 'bl .0i� �it1.P„a.... Slope (/01 3.%?... Surface Stones ....,.,. k::,...::..�,..:.::r...:::.... ...::. . Vegetation .,. ..A...��tl.. .:,.k::...:.:.:...w......,.. ,,,:.,.,..:::..... .:,...,:.:..,...:...:..::,.:.:::.....:::�x...:: ...�..: .::.::�...:.,:::...�..:,..,.�,:..:...:... ...:...... ..:...... . ' Landform �:::Q.1.1.;'�,4`?4�.5�.,.,.�.I.at r1.......:...,.�:.:.....,.,n.:..... . ... . .,.,.n.::::::......:.......A,:,...:,:. M..:.,�..:..v�.::......,.... ..... . .:.., ' Position•on landscape (sketch on the back) ,,.: ..d4..:. ..:::..........:1.,..K...�-...:::.::,...::w:..,,.,,:.....,,:..,....::.,.:.,�::.,.:.:..: :,,...:.. ,�:. w.:,.. .• Distances from: Opep Water Body �:.I:�' feet Drainage way.lk. .,,.. feet Possible:Wet feet Property Line .. a. • feet .6finking Water Well 2ISb feet Other DEEP OBSERVATION DOLE LOG` Depth from Soil Horizon Soil Texture Soil wog Soil 0 tle r Suriace.hrichesl. (USDAI (Munsdll) Mottling (Structure,Stones,Boulders,Consistency 919 Gravel) 4 Q 0(' ,� fig• .. '',.. vas, f q`IR �s'+ t Q. 5 CrMv ? doser� 100k C.ab 5 MINNUM OF 2 HOLES REMMED AT EVERY PROPOSED A Parent Material(geologic) pr' 4C.('64 (DLJ .J Q.5 DepthtoBedrock: Depth to Groundwater: 'Standing Water in the Hole: Weeping from NtFace: Estimated Seasonal High Ground Water: DEP APPROVED FORM-12107195 0!tt-_ T � :, .,i;,. e: ' <:• .FORM 11 - SOIL M,7ALUAT0R70RM Page 2 of 3 Location Address or Lot No. 1543 D � p c�ovQ r On.-site Review Deep Hole Number . .•. Date:.: l�o bS Time:v.,. y Weather1�frr ...,7dQ. Location (identi y on site plan) :.::....::,::._.::....... ... Land Use Slope Surface Stones `"' Vegetation Landform ...:Du.�::.W�?,.5:(!1::.:::.:C:It,�,.�Y�...:..::.:.:..:�.:.:..,...:.:... .. ..,.:.:•:.....:.:.:..::..:....:....::,:::::.:::,::.�::...:::��.v.�:::A.:....,:,.:::N.-�,.�.,.:...v.:...,,:.... ..::::•. Posit'ton.on landscape (sketch on the back) •..:.:,..:....::.Y:. •,:::.v,..... ..:::.. :::....::::::,::v:,H:.. ..,:,....:.::.,,:...:.::.:.:,•:.::.::.: ......:. :::.. .: �.. Distances from: \ �� Open Water Body feet Drainage wayJ0k>', . feet PossibW.We Area :.� .�?......, feet Property Line .:j(a—....,, feet ' 'Drinking Water Well feet -Other DEEP OBSERVATION HOLE LOG` Depth from* Soil Horizon Soil Texture Soil Color So:! . , Other Surface.(Ir;chesl: (USDA) (Munse111 Mottling (Structure,Stones,Boulders,Consistency,% Gravel) O 8 S 10YR %. I OYR . tt vo�c� eaf3�S - `t c) 4�-•t'J $ o� 5 +S'p'a cows MINIMUM OF 2 HOLES REQUIRED UM Ask___ • NA T�QU,VF ,• ' Parent Material(geologic) �&C10A nv._J,� &S1n . DepthtoBedrock: Depth to Groundwater. 'Standing Water in the Hole; Weeping from Pit Face: `^ c r fl ' Estimated Seasonal High Ground Water: P j ' DEP APPROVED FORM-12107195 t . ,FORM 11 : SOIL EVALUATOR FORhI Page 2 of 3 Location Address or Lot No. lyo4y } nL-je r On.-site Review Deep Hole Number ; ��.. Date:.:: '.�j Time:•....�:Q:� � Weather OVe.rc.c 6...:..f1 LocationOdentjf ontsite plan} ..:.5. •:,,:.. .::.w a.�� .:,.:.,:,:V,::.:::.:A..,v.:::.:.:::::.::..:.;::::�...,.:.,:::::...v..::::::.: .......:...:..,:.....:..:.:.. .:: Land Use , 5.. . ::. •� .t? d�.e.� Slope (%1 •.•ft�:.�o.. Surface Stones,...,.:.,.:::::.:,,:::..:..:. .::�.:.:::..... :...:: .:: :......:.... ..: Vegetation :Ors.s �k::.:,:..::.:<,::.:...w:::.,:...::.::.:::.v:::::::::,.. Landform Position on landscape (sketch on the back) •..., �lri•:::.. b�. :::.,.:.::::::..:..:.:,::.. ..::.....:,::::.:...::.:.: :...::•: .;.....:. .:::•. :::..,.. Distances from: Open Water Body J. .... feet Drainage wayJAA ,.:,:. feet Possible;We' Area feet Property Line .:. d......::. feet 'Drinking Water Well �tf�•: feet -Other .....�,�,::::���K���„�...n•: DEEP OBSERVATION HOLE LOG* Depth from Soil Horizon Soil Texture 5oi1 Coloi Soil other Surface(Inches). (USDA) (Munsell) Mottling (Structure,Stones,Boulders,Consistency, % Gravel) a Olt. eologicl O Parent Material(g DepthtoBedrock: Depth to Groundwater: 'Standing Water in the Hole: �'' Weeping from Pit Face: Estimated Seasonal High C�bund Water: DEP APPROVED FORM-12107195 ;•FORM 11 -'SOIL FVkL-UATOR 1ORM Page 2 of 3 Location Address or Lot No. b Ler On.-side RePie}y Deep Hole Number �,�.."C.,.. Date:. ���0. 7ime:.:�1. :+:fib Weather .yP� ..:7 Location (identify on sl e p a in i „ • 5`' Q..c4 Qs..,,..v.,.,, .,,w:.,,.. :,,,M.,.,..,,::A.,�.,,:.Nx.:,,.:M , ,. .:..:,..::::.:...::...:..,:.v.::..:. ... 4and Use 29401&j ..... C Slope (%) ( '. Surface Stones. Vegetation ,,� t�.�cxr.., :d:.::::...<:.:......,.,:.... r.v.,v:.,.:...,,:...:.:.:,..,:r..:.::,:::::::,.,,..:.n:...:,r.,,: ,...,.:,.-:, -::.:....:... :..... .:::..:...:... ..,,...•.. .,,...... . lapdform ..:.. V±%,W.rksy ....::.. :::.....:.,::,...,..:• ,t:.. , Position'on landscape (sketch on the back) •.•: 4'�5::.•::.r4 .#.• ? Distances from: • Open Water Body . feet Drainage wayJak feet • . Poss(bW,Wet,Area JA P.._, feet Property Line _4,2,,...:. feet ' 'D'rinking Water Well j�S�, feet :Other DEEP OBSERVATION HOLE LOGS Depth from - Soil Horizon Soil Texture Soil calos •Soil . , .,a; Surface.116chesI • (USDA) (Munsdili Mottling (Structure,Stones,Boulders, Consistency,% Gravel) . . • ATM:.; . . wylic . 713 QS Y : aid MINIMUM OF 2 H01 FS RECLUMED Al EVERY PROPOSED DISP09AL A , Parent Material(geologic) /`0 a Wash DepftoBedrock: Depth to Groundwater, -'Standing Water in the Hole: Weeping from Pit Face, Estimated Seasonal High Gi;und Water: DEP APPROVED FORM-12/07195 .. . . :., ,• . , ., ;,• : : ;:FORM It = SOIL EVALUATOR FORM Page 2 of 3 Location Address or Lot No. 603 C75a �� �b f�r� ,AIver On.-site Review Deep Hole Number Date:.. ?.:l.lo.X�� Time:.:,.�.�.�:0 ? Weather Z�Ve.....; 7p0 .ca Location (identif o n site plan) Land Use :. .. W.0 Slope (%) ....�:: o.... Surface Vegetation r •••••• ••��•••�• • ••• •• Landform .:: ,v ,7 .. .5 .:,.::P:�. +1.✓ ..:..,,.:... ».:: Position on landscape (sketch on the back) ..: :!R G.k:::...,. Io �..:.:::::::::.::.:::.....:.:...:.:,.,..Y.,.::.::.:..:. .:...::•: ..,....:. .:;... ...... Distances from: Open Water Body :.:.1: :. feet Drainage way..lS?.,.:,:. feet Pogsible,Wet,Area :.� -�.....::: feet' Property Line .: .�..:.::. feet - 'Drinking Water Well ?tvQ, feet Other DEEP OBSERVATION HOLE LOG` Depth from Soil Horizon Soil Texture Soil Color Soil Other Surface(Irichesl (USDA) (Munsdll) Mottling (Structure,Stones,Boulders,Consistency,% Gravel) • — S'L,: 11DYR (4 1 31 5 It �. • a �Wa R b r BAY HA Parent Material(geologic) —f7(`o '(CaGta, ;t 1u: \n1Q DepthtoBedrock: Depth to Groundwater: 'Standing Water in the Hole: Weeping from Pit Face: Estimated Seasonal High Girbund Water: DEP APPROVED FOP d-12107195 ;FORi�'i 11 -SOIL EVkttkTOR'i3OK1�7 r•: . Page 2 of 3 Location Address or Lot No, l�"() 05q009 • vlJov-er On.-site Review � ...: Date:. .�i'b�. Time •:.�:� op Weather (,o�e�GaS°� 7O° Deep Hole Number .:i . �.:. .v.. ::..:.......:.:.. Location (iden�tifpy on s't plan) .... .ce-,,.. ....:.� 5t' •::.,. Q �� .�:,,.�.,::�v:.....�;.:..... �.�..::.:..:..,. N.w,..� .:::.:..:::..:.....:..::.,:.•,:,A.:. ... Land Use , e1:�� .... :: A..A. Slope (%) ...�::nl!�.. Surface Stones,.....:..:..:.v. ..:::..:.:w:..,.::�...::..... :.•::, ..: :.....,..... ..: Vegetation .,.:..,...:�.. ...,.:.:;,..�..:•..:::::::::.....:::....,.,.....�...w.......:,.�.unv..:.:.:::.�.:::...:�...:... Landform Q.:�?:' .1 :5.. ,:::.::.. :�A...> :::k:,..:...., :::..: .. ...:::.::..j.:..:..,:. .:::.:: ::::.::...:::::....,.............: Position.on landscape (sketch on the back) v ::,•:• . :• Distances from: Open Water Body feet Drainage way-I.R. .h feet Possible:We@ Area .I.caj ..... feet Property Line -4 d� . . feet - 'Drinking Water Well Id: feet :Other DEEP OBSERVATION HOLE LOGS Depth fro m' Soil Horizon Soil Texture Sol!Color 'Sell . , Surface.inches} (USDA) (Munsdll) Mottling (Structure,Stones,Boulders,Consistency,% Gravel) YPI tow • �`�'� . � � • • X13 �Jo a 130 . - IOU -RECLUIREL) IT l�! A Parent Material(geologic) �� �,G�g.7�__0L). : _ Depthtof3edrock: Depth to Groundwater: •`Standing Water in the Hole: '" Weeping from Pitl`ace: Estimated Seasonal High Grbund Water: DEP A"R'OYED FOMI-1210719S FORM It SOIL �,� kt-u oR•mnl Page 2 of 3 Location Address or Lot No. [50 ddb ��pfi-t-vt e - ®n.rsite Re View DDee Hole Number APB Date:..6� ��?.� Time::..�.(��° Weather Over��Es7: l�® eep :.::....::....... / :,.,......,::::... Location (I enti y on it plan) ..,..:.��e ., :1 ,,.:�p ,:...,.,::,,: �:.,,...k,..,,..,,•:..::,,.M.,....:::,.:,,.��_ ,,• ._...::.....,......:........:. Land Use 9-95.1. CL ,.JrW P.W Slope Surface Stones. . Vegetation .,:a/t.1.Qa.ck:eAv;.:::.,. ,.. :....�........:.............v..,::: ..... �.:...:....,..,......:.:..�,.�.......,..,.��:..�:�,....,..�..:...�,.... ......: ......... ..... .:• Landform ...�..�.4?; t.�BLS .:..:{ ... 1,✓�:....,.:.�:...:...:.:.:. .. ...N:,.:../:..,.:...:.,..,..:..,.:......:.,..,.::.,.:::::.:::: µ....�..:. ::,...:....:..:.... . Position on landscape (sketch on the back) .•.:.�� .C. k.P ?. :.:....:..:...::.:....:.w:.:........,::,.,::...:.. ..•:..:.,,..: :,.:.... ::,:.. ..:... . Distances from: Open Water Bo d y feet Drainage LID— feet POSSIbl6.Wet,Area feet Property Line .:. a feet 'Drinking Water Well feet :Other DEEP OBSERVATION HOLE LOGS Depth from Soil Horizon SQII Texture Sol!Coto Sol! . , C: r Surface.(Inchesl (USDA) (Munsdlll Mottling (Structure,Stones,Boulders,Consistency,% Graven :TM>> 33 D -- 5'L. IaYR SL DYX to r �� . , � � ' • ... . . � 1 • 71 RP �!3 7 sY Parent Material(geologic) DeptlztoBedrock: r n Depth to Groundwater. `Standing Water in the Hole: "'" ' Weeping from fit Face, Estimated Seasonal High Ground Water: DEP APPROVED FORM-12107195 s` ALUATOR FORM ,FORM 11 - SOIL F ' Page 2 of 3 Location Address or Lot No. D Q 3t o (� haver On•-site Review °( C��I6�oS 'Time.._—_.— Weather Deep Hole Number �� ,..,:..: Date:.::.... :.:.::..:.. �.....::...::.....::.... Location (identify on site plan ..,.. ::,L�sS`'....: .: - �::..::.:::,.:::: v::::.::::..:.,.::::,::::::...:.:.:::: ::::.:,:::.,.:::::.:.:.:::..:...:::..::.....::,:.::....::: i •.�::/..S Surface Stones Land Use 1 ' 1�M �.a��..�: (.45? � ... Slope (%1 -::.: ..., ....::. ,:.,.::.... ..:.. Vegetation �N.:! .+Q. . .c .:::.,.::..,y,...:..i..h.::.:.:.•...,..::::::.,:.:.:::M,:-:,....:.:.:..::::...:..:::::..,...::.:N:..::..::.v:::...,.....::::,::M.:::.::...,...:.,....., .:::..:...:.. .....:.... ..... ... Landform Positionon landscape (sketch on the back) •..:::..::...::.,.:. .::::..::.......:.::..:.:::.:....:.,..:..,.:.:..:,:...:.:.:....:.::::.:...::.:...::::.:,.:::.: .,.....:. :..:.. ..::.... Distances from: ; Open Water Body feet Drainage way.A.- feet Possible',Wet Arta feet Property tine .30-z.v.::. feet Drinking Water Well feet Other DEEP OBSERVATION HOLE LOGS Depth from Soil Horizon Soil Texture Soil Colot Soil other Surface(Iriches) (USDA) (Munsell) Mottling (Structure,Stones,Boulders,Consistency, °k Grayet) L ~ D . 3'3 5L, _ asy vF L.s s asY �l MINI 1 Parent Material(geologic) `( f -q G u�ta�.lG{S� DepthtoBedrock: ^" �7 f Depth to Groundwater; 'Standing Water in the Hole: fi tt Weeping from Pit Face: i Estimated Seasonal High Gibund Water: DEP APPROVED FORM-12107195 ., . ,:t..:.•... :..:... ..:.•: ;FOR1�2 11 SOIL M. 'A.LMATOP,-FORM . '� , .'r�. s • ... ,. . • . .. . , . . .. Page 2 of 3 Location Address or Lot No. �. O 0540's 5tl M)4 On.-she Rolm Deep Hole Number TED Date:114t.4or Time:.::'.: ,__.d Weather Location (identi y oft site pla ,,...::ab'F..n•.: ..a ::... Land Use Slope (%) ... Surface Stones:.......,,:...-, .:.:,..:v.... :......::.......::. .:: :.....:..... •.: Vegetation - position on landscape (sketch on the back) Q •: �C. .:..:..:.:._:...•:..:::.:........,.....,v,.:.,:.,.:.:v:•:.,..:..: .Y...... ::,•:. Distances from: Open Water Body 4t. .. feet Drainage way..Jc�_!;�._ feet Posslble.Wq Area Pro ert Line Gr.•�...�. feet 'Drinking Water Well }j feet :Other Y DEEP OBSERVATION HOLE LOG' Depth fro Solt Horizon Soll Texture Soi!Celei Sci! . . Other SurEace,priches), (USDA) (Munsdill Mottling (Structure,Stones,Boulders,Consistency, °� • Graveq o �#6 13 15L 3 3 - 14 S Parent Material(geologic) 4 -,• l�•C ,h DepthtoBedrock: f Depth to Groundwater: 'Standing Water in the Hole: r�.11 Weeping from MtFace: !l� Estimated Scasona! High Gibund Water:__2L L DEP APPROVED FORM-12107195 "ress b ' ITS 7 R16 'CPS f Q Pa- 0 5 o n ��cc kA- g FORM 11 - SOIL LVALUATOR FORM Page 3 or 3 Location Address or Lot No.. 1 3 r y�c�oJe� Determination for Seasonal High Water Table Method Used: Depth observed standing in observation hole.................... inches ❑ Depth weeping from side of observation hole ................... inch s h Vqr' 5 sc ha m�TP Depth..to soil mottles- .:::✓..... inches be f" . ❑ Ground water adjustment...............I.... feet , Index Well Number .................. Reading Date ................... Index well level ................... Adjustment factor Adjusted ground water level ........................................................ Depth of Naturally OccurrinQ Pervious Material. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? �e5 -If not, what is the depth of naturally occurring pervious material? Certification I certify,that on t D (date) I have. passed the soil evaluator.examinatian approved by the D a . ment of Environmental Protection and that the above analysis was performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. Signature Date DEP APPROVED FORM-12167195 SITE eouAro wuw, MAP 34 LOT 50 + N/F ALBACADO LIMITED PARTNERSHIP �) �- '' _ •a N85'O6' 45 BEECHWOOD DRIVE II 28"E NORTH ANDOVER, MA 01845 BOOK 4647 PAGE 289 06 I MAP LI MTTEI N/F ALBACADO LITE[ 45 BEECHWOOC NORTH ANDOVER, I ; BOOK 4647 PA = I 663.68' \ FOUND NorthAndav�+, � POINT OF - a ANALYSIS AT N Ri ':`�tl Fein' WETLANDS EDGE OF M LO DELINEATED SD CH ONN TO ScAw BY EPSILON ASSOCIATES,INC.ON MAY 1,2003(REVISED 5/28/03). MAP 34 LOT L rJ I i I CONFIRMED BY WETLANDS NOTES PRESERVATION,INC.ON MAY 8,2006. 264,609 Sq.Ft. _I T t;,/� t I rRr•r, r 6.075 Ac.t 1)TAX MAP 34 LOT 7. „t) U 2)ZONING DISTRICT: BUSINESS(B-2)D (STRICT. 3)TOTAL LOT AREA=264,609 SF(6.1AC4) l Hsu? o lE , t - _-.. MAP, ! 1C' cae -r n; - - F ego'' I I I - - Z sq.t; )EXISTING USE: 1 co;:cr+ 4 ac 6.G�, res 80 EXISTING RESIDENTIAL DHNGS ` , / I ✓r i _ a - _. ._ .- , 1 L ml I �I_i � ` 1. •�VV\r�_� a,:, �� - .gam r >4 - - -- --_.. A FLUSH S C_� I J' e, I'I O l m tj 1 s� x I-31 I dg � l o Ia II i �I ( arS�T- ,,�90 s� "..__ � n I I r I( \, '�+- i - -_ - _ _ 11II£LY HOMOM BUS AREA OF - O LANE) CHMENL A RDA �FEE ti rn) / °^� al LAND THAT DRAINS INTO A SINGLE REACH OR POND. EACH SUBCATCNMENT GENERATES A RUNOFF HYDROGRAPH. r -< ,I .I I �� ,St' iH SUBCATCHMEN 1 MAY ALSO BE USED TO ACCOUNT FOR h � O r r .�'- �'-� _ i'� 2 `, - r' E RAIN FALLING DIRECTLY ON THE SURFACE OF A POND.) 'l6''- I �I �co Mxs a I� I I" V i I' - + , _.. .._ -.. _ __ - � J ��.� • a REACH: A UNIFORM STREAM.CHANN0.OR PIPE THAT `�I CONVEYS WATER FROM ONE POINT TO ANOTHER REACH OR Up I �4,rn c t j��-��_ __� ;'i l P f/ /� �: � \ ^A .,' •\� POND THE OUTFLOW OF EACH REACH o DETERMINED BY A HYDROGRAPH ROUTING CALCULATI ON. AM OR iHER POND: A POND,SWNFP,D 0 h l p t L ( i i 7)5 n r •�Y (! f t 4 _- IMPWNOMEN E(HAT FNLS WITH WATER FROM ONE OR ...... -t°.. MORE SOURCES AND R,CULVERT.IN A MANNER _ a r r D MINED BY A WFJR,CULVERT OR OTHER DEVICE(S) Y D s J nw.n co ar ITS OUTLET. THE OUTFLO S)OF EACH I. Z. ° r,.,e /Ir v \\ t _ _ POND IS DETERMINED BY A HYDROCRAPH ROUTING lY r�,' ..- - .- - _ - �� CALCULATION. THE PRIMARY AND/OR SECONDARY OUTFLOW {� C. -,C� S A�. � :�1,,1_)/ 4t anl= -. MAY DRAIN INTO A REACH OR INTO ANOTHER POND. Io-4'29'04" s; R=510 86 / mi c On:r f ` TIME oaf®ca tcEN�TRATI a F�LOW PATH� � �loo GRAPHIC SCALE S8T01 00'1y mp 1I `()l FEED ) 1 inch= ulo X / l l 1 I- ".r,i I l I' w y /irf'a°G,-adxe'cwwne_.- ��t. _,- - - -•-- -/__ r 11 e �-__..- �y'"{�`I U t�1' -�,r: (PUBLIC . , LOCI- _— ��__ RC1u+R D -- a REVISIONS PER VHB R EVIEW Daum Ha PUBLIC _ ' LL RO M D�Al WIDE ROW) DESCRIPTION REVISIONS F PK I- FOUND -c 'ob E z J PRE-DEVELOPMENT DRAINAGE PLAN n �i� �I I j-'ucanvur,G - MAP 34 LOT 16 N/F MERRIMACK VALLEY FEDERAL ?3i G MAP 34 LOT 52 .a c�^ ,` J `� (•�, °""'(rr.) l08 PROPOSED SITE DEVELOPEMNT CREDIT UNION N/F U, "•" � )\- 3° ROUTE 114 ORCHARD HILL ROAD 1800 OSGOOD STREET GEORGE R. BARKER, Jr un�nr ua . �' ' E c r..,� rti OSGOOD STREET ( )/ 1267 OSGOOD STREET �'" NORTH ANDOVER, MASSACHUSETTS NORTH ANDOVER, MA 01845 NORTH ANDOVER, MA 01845 1\ � i/ ' BOOK 1817 PAGE 195 BOOK 5156 PAGE 195 SOUND O u 1` �\ ,c< r �* PREPARED FOR: ABUTTER ACROSS STREET:( \ J MAP 34 LOT 6 , 1503 OSGOOD STREET, LLC MAP C LOT STREET: ., 2 BRIDGEVIEW CIRCLE / �: TYNGSBOROUGH, MA N/F AAA MERRIMACK VALLEY, INC. N/F LUCENT TECHNOLOGIES '" 155 PARKER STREET PROPERTY TAX GROUP I i�. LAWRENCE, MA 01843 °. � �� 103 Sill..R. Suite One P.O. BOX 1259 BOOK 562 PAGE 269 r +1`L - Salem, New Hampshire 03079 MORRISTOWN, NJ 07962-1259 ! - �, BOOK 4452 PAGE 1-1 \ "- �_ (603)893-0720 / r - r - -- — ENGINEERS•PLANNERS•SURVEYORS y' Desl n Consultants, Inc. ORA�NC I _ rr 'I t r L{ SCALE: t"= 60' DATE: APRIL 10, 2006 t9olPmPo,LOxG lS Or NORTH^ )onr. (J' DRAWN BY: I CHECKED BY: PROJECT N0. SHEET 20. t nEt Pew 01,11510 N"01,11510 SITE 1 Z °7v1 ') 6.1(6 LRMiIIE' ` l - EWNp MAP 34 LOT 50 N/F ALBACADO LIMITED PARTNERSHIP I .I I 1 N85'06' 45 BEECHWOOD DRIVE NORTH ANDOVER, MA 01845 �I 1,1 i �,I IOU `y`1 , 1• - .--- BOOK 4647_ PAGE 289 - - y LEVEL SPREAD ER-1'.,` a 125) INV.74 W TOP UP 74.50 MAP 34 LO' i\ N/F ALBACADO LIMITEE 45 BEECHW001 ' ✓ Ix'� \_ --- NORTH ANDOVER, II �� I , ,✓j�� - BOOK 4647 PA I d�P )I GRASS LINED --------------- FaUNO 't ate'' / \ DRAINAGE swALE-t - U� 663.68' >z NorthAnd L 60'., 0.010 -- --- r„s m< \ , 12'DP..V CH.3:7 S.S. HW-1 ----- / 6 AP17P N, ) --- N 'fJ CI=F87I1'R�_-, PROPOSED UNDERGROUND DETENTION SMEM 01 alL � m LOCATION MAP EDGE OF DELINEATED WETLANDS PROP.STAd1LI I ,I i /'., \u, - w / 8Y EPSILON ASSOCIATES,I.G.ON I (NOT TO SCALE) -CONSTRUCTION I b. 4 / p,IAY I. 2003(REVISED 5/28/03). M 34 LO 7 ENTRANCE T a _ CONRRMED BY WETLANDS 3NW P T 1V PRESERVATION,INC.ON MAY 8,2006. q, 1t 0 NOTES: Pjt P 2HAV\ ,t 2 6.075 Ac.t t ' CK 7)TAX MAP 34 LOT 7. e 7 2)ZONING DISTRICT: BUSINESS(8-2)DISTRICT. " ' 1, _ UNOERCROU 3)TOTAL LOT AREA=264,609 SF(6.1 ACt) c EXIST-UtILITY 80.3 1 Bn3s :r... 7ELEPHDitESET�icE ----- F/AP34LOT7 ( 'r L I POLE TO BE I \ B].75 s �_ PROP. -- 264,609 sy.ft. ) 4)EXISTING USE RELOCATED I ! DMH-1 \- ' TRAIISFORLIER PAD p 6.0/5 acres EXISTING RESIDENTIAL DWELLINGS \ \� / I STORMCEP7T,0 -__ LEVEE SPREADER-2 _ PROPOSED USE: CB-t INV.78.00 'J To\}t/ _ _ O7 �� wins M1 _ - - TOP UP=70.50 PROPOSED ,, v $ 3,791 SP CONVENIENCE STORE D A INCLUDING A DELI AND A DONUT SHOP I UNDERGROUND ROOF 11 WITH A DRIVE THRU WINDOW,At1D A GAS STATION VAIH 10 VEHICLE r I` ' �e * \BUImIitG 6?4, Bl .80 L IIjE1LTRATION-SIST€1./�1 / •.."'O"- -`--`--ate PUFFING STATIONS. _s_ r�,� I a2. !'✓ �' _�-i- 22'x64'em . ps 5)THE PROPOSED GAS STATION,RESTAURANT ARD CONVENIENCE STORE ( q ) '.• e3 _\ 0` y I ARE PERMITTED USES IN THE B-2 DISTRICT. ,I /) nr '\_ •r _ 8 \ ROPOSED SILT YRB G Y 83.90 t OUTLET �" FENCE AND HAY fOVND D {� I I I '\ • OM APRON-2 HALLS fiLSH 1 _ -- �- - l � /�� 9� STORNCEPTOR mD��_ �m 0 ' I I � � ) 04.05 .'. � �"r� _ ___ _- � ,2 _Dl._\ I^`t I l` � � I^ • �? '.Cn I -{- .•;' I '�` ra ,r�' _.� I __ __- - I eRp - .` _ d DRAINAGE � �.�1 /y ? 1 `� _ GRASS UNED n? xl i N I I I I ``` �/ II' l I Bi -B5. \ 2 - Y II 6550 8590 \ 3791 SI 0 2 a A m d ew._ ���:F• _---- �� + �8\. ��,' �t�\ OF "! I 1 I CON IENCE"•� _ _ _ 1 O - r� 1111 r��I I it r (( x / STORE -- x'75 ,\_-- / __ \ SUBCATCAT DR A INTO ASH HOMOGENEOUS AREA 4 D I ,fT i' I t _ 90- \�.\\ \ / )1 O AHD THAT DRAINS INTO A RATES REACH OR YDRO EACH EACH CLPANOUT �- WITH DELI & \ �'� / s 1 (A SUBCATCH IENTHMAYEALSO BE USEDH O ACCOUNT FOR j'^-? , ,, I i r•' % I 1 (TYP) ' \ DRIVE-THRU �`} V:v , `� ��92 \ � THE RAIN FALLING DIRECTLY ON THE SURFACE OF A POND.) .DONUT SHOP Bs.sD PROP UNOERGROUt1 -� .r' \ - A 3 84.50 o "6 a`` gs.7a T$ DETEKDO SYSTFM a2 \ e-�r" 94-.`\\, �-•k aL� ) REACH: A UNIFORM STREAM,CHANNEL,OR ERR ACT OR up 1, I I , (20 SEATS) �!'f?i ` _ \\ . \ - `' ❑ CONVEYS WATER FROM ONE POINT TO ANOTH I r 9p 8570 ,/ BS POND. THE OUTFLOW OF EACH REACH IS DETERMINED 'ftOJif r I I r _'f / \I 9 f i 2(STORMCEPTOR#3) _ �` _ _ ��. 1 BY A HYDROGRAPH ROUTING CALCUATION. m \N i I, <,/ ` �. PROP.3H:1V SLOPE �96 �_ `--- , q , POND: A POND,SWAMP,DAM.OR OTHER I-�S a ��� ( 1 IMPOUNDMENT THAT FILLS WITH WATER FROM ONE OR (1',� >o' C.D.f _ - % - �7 i" cD.(Tm) - -\_ , Q I ) 655s q�'90? � }„�\ 6s.99 J�v - aW/ ,y` -� \\ 11 MORE SOURCES AND EMPTIES M A MANNER v j \_ .. al•a nl, _ 1 a g5. 6s.7u )5 ,, n/a•rt \� , DETERMINED OUTLET. THE OUTFLOW(S)CULVERT.S)OF EACH DEVICE(S) / j;. ,b I s, f >_ _ es.DS _ �v, _ \ •. POND IS DETERMINED BY A HYDROGRAPH ROUTING 1•�4 I �f 7W=87.00 �� -. / Va / ' .ag rtn �1 �� \SEE SEPTIC SYSTEM DESIGN AS \ CALCULATION. THE PRIMARY AND/OR SEGOt7DARY OUTFLOW / I b BW=86.50 ( h n // / V;• T F / Y �. ENGINEERDINCYSNEWCEN LAND r L �� \ \\F I ' MAY DRAIN INTO A REACH OR INTO ANOTHER P.D. rC R=510.66 t> - a p >»� t JP L-39.� GRADE sB �`7..� BS 3e c F a m J tJ 1. ` \ 3` /i ,: BREW( y+ j7 � efi.t0 `� \\� � \\ ! 1 \ TIME OF CONCENTRATION FLOW PATH \\\ i � I I � 7W=91.50 - 2 .3•• /1f d B •, .65. GRADE U - 1 d' \ �DRFNC -�- ` so - - v \� - °-.� GRAPHIC SCALE \\ \ 30 8e 119 6 J � \86.45 o TW=92.00 �- i/ iW - -_ _-- __---- -___ \- ^,, \ - -i, .>- X BN=06.50 =�'-P__ d�BN-88.50 � -> - /_-. -__�� �� ��---- '\ � - � "/ /'/`\� \'C2\•.�\ (ll Ri PEEP) PROPOSED REFPIRING� " �_ a' %� -- - - n`- - "-%� /� - 1 inch= 80 IL .WALL_ �/ lY 9100'' TW 91.00-,*=�_ \SID 13W=8900 0 A\i„ ` --- --- j/ sue\ -V.-_ L - / • PROP.2H.1V SLOPE! • \� PROPOSED GUARDRAIL N PROP. S 2 , D H WATER SEIMCE.nb- --"-___ _ ��,;�v ,U I •, �// 6x6•GRNIRE RC - '` BWR9 FWrv�� r - r Fe -Y\) -=\ O A1>,D 11Z "X 3 I NATURAL r,AS c"' -- --- -�- ,A��� \^t ���X� 1. MISC. REVISIONS PER VHB REVIEW CMT 6-9-06 c i�,/ ' _�;•" �__�- >t'' 3a -17- (PUBLIC _ 6 LL RpA SERVICE i' --`tn 0' WIDE -_ NO. DESCRIPTION BY DATE E R c____ REVISIONS MAP 34 LOT 16 � °----_ _�\ POST-DEVELOPMENT DRAINAGE PLAN N/F MERRIMACK VALLEY FEDERAL X77 ,;£�r MAP 34 LOT 52 = r �� %s' - kl,b �-108- PROPOSL'D SITE DEVELOPEMNT jI d CREDIT UNION N/F GEORGE R. BARKER, Jr P-0Y"'O` � '' o - /Tlc La _ // OSGOOD STREET (ROUTE 114)/ORCHARD HILL ROAD fff r 1600 OSGOOD STREET Ll -' 4 �,? NORTH ANDOVER, MA 01845 1267 OSGOOD STREET / �) ;\ BOOK 1817 PAGE 195 NORTH ANDOVER, MA 01845 sxfi•LRUaIe / NORTH ANDOVER, MASSACHUSETTS BOOK 5158 PAGE 195 DDM FaM �' ' o/ PREPARED FOR: 1503 OSGOOD STREET, LLC / ABUTTER ACROSS STREET:V MAP 34 LOT 17 ,'�� / , / MAP 34 LOT 8 l0� _ 2 BRIDGEVIEVI CIRCLE - / ;! N/F AM MERRIMACK VALLEY, INC. TYNG$BOROUGH, MA v, N/F LUCENT TECHNOLOGIES $-\ 155 PARKER STREET ° PROPERTY TAX GROUP / \, ,'%/ LAWRENCE, MA 01843 - -. ® �� 703 Stiles Road, Suite One cl --P.O. BOX 1259 - ----- - -' - "-- - - - � i / BOOK 5628 PAGE 269 _517 _ _ C _ �'� �� Saturn, New Hampshire 03079. MORRISTOWN, NJ 07962-1259 ;7 !'' i�, .5 i tC C (603)893-0720 -' `� - _ .,T .,-. _ i •_. 9 � `., � ENGMEERS•PLANNERS•SURVEYORS BOOK 4452 PAGE 178 MHf Desi n Consultants, Inc. DRArnNG No. _ / v SCALE: 1 60' DATE: APRIL 10, 2006 19otPrePosLO'NG �� DRAY/N B C Y: HECKED BY: PROJECT NO. SHEET N0. I ___ I 1 nF 1