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Nortwood Development II Stormwater Management Report reduced.pdf Northwood Development II Project Northampton, Massachusetts Amended Stormwater Management Report Northwood Development, LLC P.O. Box 528 Agawam, MA 01001 January 2020 CONTENTS Table of Contents Tighe&Bond i Cover Letter Section 1 Registered Professional Engineer's Certification Section 2 Project Description 2.1 Project Summary ...........................................................................2-1 2.2 Pre-Existing Conditions ...................................................................2-1 2.3 Existing Conditions .........................................................................2-2 2.4 Proposed Improvements .................................................................2-4 2.5 Hydrologic Analysis ........................................................................2-8 Section 3 Regulatory Compliance 3.1 LID Measures.................................................................................3-1 3.2 Standard 1: No New Untreated Discharges ........................................3-1 3.3 Standard 2: Peak Discharge Rate Attenuation ....................................3-2 3.4 Standard 3: Groundwater Recharge ..................................................3-3 3.5 Standard 4: Water Quality ...............................................................3-3 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) 3-5 3.7 Standard 6: Critical Areas ...............................................................3-5 3.8 Standard 7: Redevelopment Projects ................................................3-5 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control ....................................................................3-6 3.10 Standard 9: Long-Term Operation and Maintenance Plan ....................3-6 3.11 Standard 10: Prohibition of Illicit Discharges ......................................3-6 3.12 City of Northampton Stormwater Management Regulations ..............3-6 Appendices A Massachusetts Stormwater Checklist B Figures Figure 1: USGS Site Locus Map Figure 2: Priority Resource Map Figure 3: Orthophotograph Figure 4: Existing Conditions Drainage Area Map Figure 5: Proposed Conditions Drainage Area Map C NRCS Soils Information, Test-pit and Boring Logs D Stormwater Calculations J:\H\H1363\Atwood North\Permits\Stormwater\October 2019 Re-Permit Set\Narrative\171363 Stormwater Report Narrative.docx SECTION 1 SECTION 2 Tighe&Bond Northwood Development II Project Stormwater Management Report 2-1 Section 2 Project Description 2.1 Project Summary Project Location Project Name: Northwood Development II Project Project Location: 15 Atwood Drive, Northampton, MA 01060 Project Proponent: Northwood Development, LLC The proposed Atwood North Redevelopment Project includes the phased redevelopment of the former Clarion Hotel and Conference Center on Atwood Drive in Northampton, Massachusetts with approximately 138,000 gross square feet of general and medical office space with associated site appurtenances on the parcel owned by Atwood Drive, LLC north of Atwood Drive (the Site). As depicted in Figures 1 through 3 (USGS site locus map, Priority Resources Map, and Orthophotograph, attached in Appendix B), the project is located west of Mount Tom Road (Route 5) and north of Atwood Drive in Northampton. This Stormwater Management Report (Report) has been prepared to support local, state and federal permitting requirements. The Project received a Stormwater Management Permit by the Northampton Department of Public Works (DPW) dated November 13, 2014, then amended on May 16, 2017. An Order of Conditions was issued by the Northampton Conservation Commission in November 2013, was extended in November 2016, and was amended with revisions to the project on August 4, 2017. The Amended Order of Conditions lapsed in August 2019. Construction started during the summer of 2017 and ceased in June of 2019 at the completion of Phase 1. Since additional site work is required to complete the stormwater management system, a new Notice of Intent will be submitted to the Northampton Conservation Commission for authorization to continue work within regulatory wetland buffer zones. 2.2 Pre-Existing Conditions The site is located within the General Business zoning district and the Floodplain Overlay district. The existing site was previously developed and utilized as the Clarion Hotel and Conference Center with various exterior amenities including parking, swimming pool and tennis courts. For purposes of this Report, the hotel is considered the “pre-existing condition”. A pre-existing stormwater runoff summary was provided in the initial permit documents prior to the construction of Phase 1, therefore a new stormwater runoff summary is not provided as part of this report. Land surrounding the project site is occupied by new development of office space to the south, Interstate 91 to the north and west, and Mt. Tom Road (Route 5) to the east. The majority of the site is under the 100-yr flood elevation, which makes the Site subject to the Wetlands Protection Act in addition to the proximity to the Bordering Vegetated Wetland (BVW) located in the western and northwestern portions of the property. Wetland boundaries were delineated in August 2019. Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-2 The NRCS soil data was obtained through the Web Soil Survey portal on the USDA NRCS website. The areas surrounding the property were queried for soil types according to the record soil survey maps maintained by NRCS. Soils within the project area, as published in the USDA Soil Survey for Hampshire County, Version 14, dated September 13, 2019, include the Hadley-Winooski-Urban land complex. The hydrologic soil group designation (HSG) for this soil type is a ‘Type-B’. The HSG rating for soil types is based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long duration storms. Soils designated as HSG B generally have a moderate infiltration capacity and are well drained despite their finer texture. Based on this, soils within the project area are moderately conducive to infiltration. The NRCS Soils Mapping is provided in Appendix C. Testpits were performed in June 2013. Test pit locations are noted on the Site Plans and testpit logs are provided in Appendix C. Review of the test pit reports indicate that underlying soils are generally fine sandy loams. Signs of mean annual high groundwater were observed at approximately 82-inches below existing grade. In comparison of the NRCS record soils data and actual observations of the test pits, we have concluded that the soils present are generally consistent with those indicated in the NRCS soils data. Bedrock was never encountered during the course of the explorations. Therefore, no modification to the NRCS soils data is required. 2.3 Existing Conditions As construction has occurred on site since 2017, the previously existing facility has been demolished and the Hampshire County District Courthouse building has been constructed. Prior to construction, phased drawings were provided to the City showing the limits of the anticipated construction as part of Phase 1, and the necessary infrastructure to be constructed to support the Hampshire County District Courthouse building. For purposes of this Report, the existing site (i.e. Hampshire County District Courthouse), as of the date of this report, is considered the “existing condition”. This first phase of redevelopment included the construction of approximately 66,000 gross square feet of general office space, with supporting appurtenances such as access drives and parking areas, pedestrian and bicyclist accommodations, utility services and stormwater management features including both infiltration basins and both bioretention basins. Under existing conditions, treated and untreated stormwater runoff from the site flows in two general directions. Design Point 1 (DP-1) is located to the west of the project site and represents the western wetland area. Design Point 2 (DP-2) is located to the north of the project site and represents the northern wetland area. In addition to the stormwater runoff from the majority of the site, flows collected by the stormwater collection system in Atwood Drive also discharge to DP-1. During pre-permitting meetings for Phase 1 construction, the Northampton Conservation Commission expressed that the wetland to the north of the site should continue to be hydrated from stormwater runoff, as under pre-existing conditions. The stormwater management system constructed in Phase 1 included separated stormwater treatment configurations and discharges to both design points in order to mimic pre-existing conditions. Phase 1 site work reflects an improvement to the way stormwater is managed Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-3 at the Atwood North Redevelopment. The pre-existing system lacked any pretreatment or flow rate attenuation, and very little on-site infiltration occurred prior to runoff discharging to DP-1 and DP-2. An Existing Conditions Drainage Area Map is provided as Figure 4 in Appendix B. The runoff curve numbers (RCN) used in the calculation of the composite RCN for each drainage area is based on the values provided in TR-55, Urban Hydrology for Small Watersheds. RCN values vary depending on the type of ground cover and soil HSG. The RCN values used in hydrologic analysis are provided in Table 2.1. Table 2.3 Existing Conditions Runoff Curve Numbers A summary of each existing conditions subcatchment area, its size and associated composite RCN is provided in Table 2.2 below. Table 2.4 Existing Conditions Drainage Area Summary Drainage Area Designation Discharge Location Drainage Area Size (acres) Composite Runoff Curve Number (RCN) Drainage Area 1S DP-2 0.42 93 Drainage Area 2S DP-1 0.41 87 Drainage Area 3S DP-2 0.21 94 Drainage Area 4S DP-2 0.39 96 Drainage Area 5S DP-2 0.08 98 Drainage Area 6S DP-1 0.45 94 Drainage Area 7S DP-1 0.23 94 Drainage Area 8S DP-1 0.58 79 Drainage Area 10S DP-2 0.09 91 Drainage Area 11S DP-2 0.15 84 Drainage Area 12S DP-1 0.75 64 Drainage Area 15S DP-1 0.14 89 Drainage Area 16S DP-1 0.20 95 Drainage Area 17S DP-1 0.24 91 Drainage Area 18S DP-1 0.34 92 Drainage Area 19S DP-2 0.29 82 Drainage Area 20S DP-1 0.52 77 Drainage Area 21S DP-1 0.41 83 Drainage Area 22S DP-1 0.28 86 Drainage Area 23S DP-2 0.55 98 Ground Cover Type Runoff Curve Number Paved parking, HSG B 98 Roofs, HSG B 98 Grass Cover, Fair (50-75% cover), HSG B 69 Woods, Fair, HSG B 60 Water Surface, HSG B 98 Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-4 Drainage Area 24S DP-1 0.26 87 Drainage Area 25S DP-1 0.25 92 Drainage Area 26S DP-1 0.17 94 Drainage Area 27S DP-1 0.48 77 Drainage Area 28S DP-1 0.24 89 Drainage Area 29S DP-1 0.59 69 Drainage Area 30S DP-1 0.06 92 Drainage Area 31S DP-1 0.10 94 Drainage Area 32S DP-1 0.08 87 Drainage Area 33S DP-1 0.24 88 Drainage Area 34S DP-1 0.32 83 Drainage Area 74S DP-2 0.08 76 Drainage Area 75S DP-2 0.38 69 Drainage Area 77S DP-2 0.10 91 Total 10.07 84 2.4 Proposed Improvements The proposed work includes Phase 2 of the redevelopment project which consists of the construction of approximately 72,000 gross square feet of general and medical office space, with supporting appurtenances such as access drives and parking areas, pedestrian and bicyclist accommodations, utility services and stormwater management features. Upon the completion of Phase 2, the total development will result in an increase in impervious ground surface over the pre-existing conditions. The proposed drainage conditions at the project site were divided into 31 proposed subcatchments. These subcatchment areas, along with the 9 existing subcatchment areas to remain in Atwood Drive, are shown on Figure 5, Proposed Conditions Drainage Area Map, provided in Appendix B. The proposed conditions subcatchments continue to discharge runoff to Design Point 1: Western Wetland Area (DP-1) and Design Point 2: Northern Wetland Area (DP-2). A description of the areas, as well as their proposed stormwater management features, are as follows: Drainage Area 2S: This drainage area includes areas of pavement, grass and bioretention areas to the east of Building 1. Stormwater runoff from this area is conveyed directly to Bioretention Basin 2. Sheet flow into Bioretention Basin 2 is preceded by a ¾-inch stone filter strip as a pretreatment device. Bioretention Basin 2 discharges to the storm drain collection system in Atwood Drive and Design Point DP-1. Drainage Areas 6S thru 9S, 13S: These drainage areas include areas of pavement and grass between Buildings 1 and 2, as well as areas to the rear of Building 2. Stormwater is collected in deep-sump, hooded catch basins and is conveyed to proprietary treatment devices prior to discharge at Infiltration Basin 1. Infiltration Basin 1 discharges to Design Point DP-1. Drainage Areas 12S: This drainage area includes grassed and wetland areas located to the west of the two Infiltration Basins. This area discharges to Design Point DP-1. Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-5 Drainage Areas 14S,16S, 25S thru 32S: These drainage areas include areas of pavement and grass between Buildings 1 and 2, as well as areas to the rear of Building 2. Stormwater is collected in deep-sump, hooded catch basins and is conveyed to proprietary treatment devices prior to discharge at Infiltration Basin 2. Infiltration Basin 2 discharges to Design Point DP-1. Drainage Areas 20S: This drainage area includes the grassed area associated with Infiltration Basin 1. Infiltration Basin 1 discharges to Design Point DP-1. Drainage Areas 21S: This drainage area includes the grassed area associated with Infiltration Basin 2. Infiltration Basin 2 discharges to Design Point DP-1. Drainage Areas 75S: This drainage area includes an area of pavement to the north of Building 2. Stormwater is collected through a proprietary treatment device prior to discharge at Infiltration Basin 1. Infiltration Basin 1 discharges to Design Point DP-1. Drainage Areas 1S, 3S, 4S, 74S: These drainage areas include areas of pavement to the north and east of Building 1. Stormwater is collected in deep-sump, hooded catch basins and discharges to Bioretention Basin 1. Bioretention Basin 1 discharges to Design Point DP-2. Drainage Areas 5S, 10S, 11S: These drainage areas include area of pavement, grass and bioretention areas along the northern property line. Stormwater is conveyed directly to Bioretention Basin 1. Sheet flow into Bioretention Basin 1 is preceded by a ¾-inch stone filter strip as a pretreatment device. Bioretention Basin 1 discharges to Design Point DP-2. Drainage Areas 19S: This drainage area includes the grassed area associated with Bioretention Basin 1. Bioretention Basin 1 discharges to Design Point DP-2. Drainage Areas 23S: This drainage area includes the building roof area associated with Building 1. Stormwater is collected via internal roof drains and discharges to Bioretention Basin 1. Bioretention Basin 1 discharges to Design Point DP-2. Drainage Areas 38S: This drainage area includes the building roof area associated with Building 2. Stormwater is collected via internal roof drains and discharges directly to Design Point DP-2. Drainage Area 77S: This drainage area includes areas of pavement, along the northern property line. Stormwater is conveyed directly to Design Point DP-2. The RCN used in the calculation of the composite RCN for each drainage area is based on the values provided in Table 2.3. Table 2.5 Proposed Conditions Runoff Curve Numbers Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-6 A summary of each proposed conditions subcatchment area, its size and associated composite RCN is provided in Table 2.4 below. Table 2.6 Proposed Conditions Drainage Area Summary Drainage Area Designation Discharge Location Drainage Area Size (acres) Composite Runoff Curve Number (RCN) Drainage Area 1S DP-2 0.42 93 Drainage Area 2S DP-1 0.41 87 Drainage Area 3S DP-2 0.21 94 Drainage Area 4S DP-2 0.39 96 Drainage Area 5S DP-2 0.08 98 Drainage Area 6S DP-1 0.45 94 Drainage Area 7S DP-1 0.23 94 Drainage Area 8S DP-1 0.23 94 Drainage Area 9S DP-1 0.40 92 Drainage Area 10S DP-2 0.09 98 Drainage Area 11S DP-2 0.15 98 Drainage Area 12S DP-1 0.66 78 Drainage Area 13S DP-1 0.17 85 Drainage Area 14S DP-1 0.11 94 Drainage Area 16S DP-1 0.21 85 Drainage Area 19S DP-2 0.41 78 Drainage Area 20S DP-1 0.24 85 Drainage Area 21S DP-1 0.39 83 Drainage Area 23S DP-2 0.55 98 Drainage Area 25S DP-1 0.25 92 Drainage Area 26S DP-1 0.17 94 Drainage Area 27S DP-1 0.17 93 Drainage Area 28S DP-1 0.19 94 Drainage Area 29S DP-1 0.09 88 Drainage Area 30S DP-1 0.13 91 Drainage Area 31S DP-1 0.10 94 Drainage Area 32S DP-1 0.09 87 Drainage Area 38S DP-2 0.45 98 Drainage Area 74S DP-2 0.05 96 Drainage Area 75S DP-1 0.16 96 Drainage Area 77S DP-2 0.10 91 Existing areas that contribute to proposed conditions (Atwood Drive): Ground Cover Type Runoff Curve Number Paved parking, HSG B 98 Grass Cover, Fair (50-75% cover), HSG B 69 Roofs, HSG B 98 Woods, Fair, HSG B 60 Water Surface, HSG B 98 Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-7 Existing Drainage Area 15 DP-1 0.14 89 Existing Drainage Area 16 DP-1 0.20 95 Existing Drainage Area 17 DP-1 0.24 91 Existing Drainage Area 18 DP-1 0.34 92 Existing Drainage Area 19 DP-1 0.28 86 Existing Drainage Area 20 DP-1 0.26 87 Existing Drainage Area 21 DP-1 0.24 89 Existing Drainage Area 22 DP-1 0.32 84 Existing Drainage Area 23 DP-1 0.32 83 Total 10.07 88 The proposed stormwater management system improves both the quality and the quantity of stormwater discharge from the site. The system includes best management practices (BMP’s) such as deep-sump, hooded catch basins, bioretention basins, proprietary stormwater treatment units and two infiltration basins. A brief description of the proposed Best Management Practices incorporated into the stormwater management system are as follows: Deep-Sump, Hooded Catch Basins: Catch basins provided throughout the side collect stormwater runoff from the proposed parking areas and are connected to the project’s stormwater collection system. The deep-sump and hooded outlet provide runoff an opportunity to separate from solids and floatable pollutants prior to discharge and are used as a pretreatment device throughout the project. Bioretention Basins: The landscaped bioretention basins throughout the site will serve as detention, pretreatment and infiltration areas for stormwater runoff. Planted with native, non-invasive species such as Summersweet (clethra alnifolia) and Red Twig Dogwood (cornus sericea), the bioretention areas will not only treat captured stormwater but will also facilitate groundwater recharge. Proprietary Treatment Devices: Structural stormwater treatment devices, proposed as Contech CDS 2015-5 (or equal) and Contech CDS 2015-4 (or equal) are designed to mechanically separate pollutants from stormwater flows through centrifugal force and vortex separation. Units are proposed at the ends of both major treatment trains in the stormwater management system, prior to discharging into the infiltration basins. Infiltration Basin: The proposed surface infiltration basins are the collection points for the majority of runoff from the project and are located in the westernmost portion of the project area. The infiltration basins have been designed in accordance with the Massachusetts Stormwater Standards to provide the required groundwater recharge and water quality volume for the project. Outlet control devices regulate the quantity of stormwater discharged to the wetland west of the basins (DP-1). The basins are also equipped with emergency overflow spillways to minimize the potential for flooding. During pre-permitting meetings, the Northampton Conservation Commission expressed that the wetland to the north of the site should continue to be hydrated from stormwater Section 2 Project Description Tighe&Bond Northwood Development II Project Stormwater Management Report 2-8 runoff, as under pre-existing conditions. The stormwater management system constructed in Phase 1 included separated stormwater treatment configurations and discharges to both design points in order to mimic pre-existing conditions. Phase 1 site work reflects an improvement to the way stormwater is managed at the Atwood North Redevelopment. The pre-existing system lacked any pretreatment or flow rate attenuation, and very little on-site infiltration occurred prior to runoff discharging to DP-1 and DP-2. As a result of the expiration of the OOC, construction ceased in June 2019. In order to meet the originally permitted design of the stormwater management system, modifications to the currently constructed project are required. The bottom of the infiltration basin will be excavated to the originally proposed grades to provide the required storage volume. The bioretention basin will be excavated to the originally proposed grades to provide the required treatment volumes, and to remove fine materials in order to properly drain within the required 72-hours. Sediment indicator posts will be installed in all stormwater management basins. Additionally, adjustments to various installed pipes to increase pipe sizes or inverts is required. All proposed work is indicated on the separately provided Permit Drawings. 2.5 Hydrologic Analysis A hydrologic analysis of the pre-development and post-development site was performed to determine the impacts of the proposed project to peak discharge rates and stormwater runoff volumes. HydroCAD Release 10.00-20 is a hydrology and hydraulics software using Technical Release (TR) 20 and TR-55 methodologies for the determination of stormwater runoff quantities. The HydroCAD Report for both pre- and post-development conditions for the 2-, 10-, and 100-year storm events is provided in Appendix D. Rainfall depths used in the analysis are consistent with for Hampshire County and as provided in Table 2.5 below. Table 2.7 Design Rainfall Depths 2-Year Storm 3.07 inches 10-Year Storm 4.47 inches 100-Year Storm 7.68 inches SECTION 3 Tighe&Bond Northwood Development II Project Stormwater Management Report 3-1 Section 3 Regulatory Compliance The project is required to comply with the ten Massachusetts Department of Environmental Protection (MassDEP) Massachusetts Stormwater Standards (Standards) under the Massachusetts Wetlands Protection Act and the City of Northampton Stormwater Regulations. The Massachusetts Stormwater Checklist is provided in Appendix A. 3.1 LID Measures MassDEP allows for reductions in structural stormwater Best Management Practice (BMP) requirements for water quantity and quality when certain criteria are met. The proposed project includes environmentally sensitive site design and low impact development techniques; however, the applicant is not requesting credit for LID measures because they are not necessary. 3.2 Standard 1: No New Untreated Discharges As a design goal identified by the City of Northampton Conservation Commission and Department of Public Works Stormwater program, existing conveyances to the wetland to the north are to be maintained to the maximum extent practicable. The majority of the site collects, treats, and discharges treated stormwater runoff to Waters of the Commonwealth. A relatively small area of proposed pavement in the easternmost portion of the project area conveys minimally treated stormwater to the easternmost finger of the northern wetland. This discharge, and its associated drainage area, is considered redevelopment as further described in Section 3.8. Further documentation pertaining to stormwater treatment is provided in Section 3.5. The remainder of the project area has been designed to properly collect, treat, and discharge stormwater in accordance with the Standards. It is not anticipated that erosive stormwater velocities will be encountered post- construction subsequently causing erosion and siltation to waters of the Commonwealth. All discharges have been designed to meet the thresholds identified in Volume 3 of the Massachusetts Stormwater Handbook. A summary of stormwater discharge velocities for the 2-year, 24-hour storm event are provided in Table 3.1, below, accompanied by permissible velocities as provided by MassDEP. Section 3 Regulatory Compliance Tighe&Bond Northwood Development II Project Stormwater Management Report 3-2 Table 3.1 - Stormwater Discharge Velocities 2-Year Storm Event (cfs) 2-Year Storm Event Velocity (fps) Maximum Permissible Velocity (fps)1 Discharge Location Prev. Approved2 Current Proposed Prev. Approved Current Proposed Existing 18” Outfall 7.7 5.1 4.4 2.9 5.0 FES-3 (24”) 3.0 3.3 0.9 1.9 5.0 FES-6 (24”) 2.0 1.6 0.0 0.5 5.0 FES-7 (24”) 2.0 1.7 0.0 0.5 5.0 FES-9 (24”) 0.0 0.0 0.0 0.0 5.0 FES-10 0.0 1.3 0.0 1.7 5.0 FES-16 (12”) NA 1.7 NA 0.5 5.0 3.3 Standard 2: Peak Discharge Rate Attenuation The proposed project will not substantially alter the existing stormwater flow paths at the site through use of infiltration and detention. Runoff is collected by grassed swales and deep-sump, hooded catch basins located within the parking areas and conveyed to the infiltration basins or bioretention areas where runoff is detained prior to discharge. Table 3.2 presents the results of the pre-development stormwater runoff analysis versus the post-development stormwater runoff analysis, previously described in Section 2.4, for project. Table 3.2 - Peak Discharge Rate Comparison – Design Point 1 (Wetland) 2-Year Storm Event (cfs) 10-Year Storm Event (cfs) 100-Year Storm Event (cfs) Design Point 1 Western Wetland Existing 16.7 27.9 54.3 Previously Approved2 9.6 17.7 36.1 Current Proposed 8.8 16.9 39.6 Design Point 2 Northern Wetland Existing 6.0 9.0 15.8 Previously Approved2 4.8 8.3 13.3 Current Proposed 4.4 7.6 11.4 1 Maximum Permissible Velocity is based on Table 2.3.1 of Volume 3 of the MassDEP Stormwater Handbook 2 Previously Approved values are based on calculations provided in the Stormwater Permit Amendment dated July, 2017 Section 3 Regulatory Compliance Tighe&Bond Northwood Development II Project Stormwater Management Report 3-3 Table 3.2 indicates that existing peak discharge rates are reduced for all storm events at each discharge point. Additionally, previously approved peak discharge rates are reduced for all storm events at each discharge point except Design Point 1 during the 100-year storm event. Although this specific scenario does result in an increase in peak flow rate during the 100-year storm event, the total volume of runoff will decrease compared to the previously approved flow rate. Therefore, no downstream flooding in anticipated. 3.4 Standard 3: Groundwater Recharge The proposed project will allow treated stormwater runoff from the proposed project to infiltrate to groundwater. The surface infiltration basins include outlet control structures to regulate the quantity of stormwater discharged from the basin after the required volume of stormwater is allowed to infiltrate. The infiltration systems have been designed in accordance with the MassDEP Stormwater Handbook and provide the required recharge volume. Since the project does not collect all stormwater runoff from the proposed parking area, specifically in areas where runoff is allowed to sheet flow to the north to continue to hydrate the existing wetland through paved swales to mimic existing conditions, a capture area adjustment has been accounted for in the recharge volume calculations. The bioretention basins situated throughout the site were also designed to provide some level of groundwater recharge. Planted with native groundcovers, shrubs, and understory trees, these basins will be constructed using a soil mix and profile appropriate for infiltration and in accordance with Volume 2, Chapter 2 of the Massachusetts Stormwater Handbook. Recharge calculations are provided in Appendix D. 3.5 Standard 4: Water Quality Standard 4 of the Massachusetts Stormwater Standards addresses stormwater quality requirements. This standard requires that new stormwater management systems be designed to achieve an 80% Total Suspended Solids (TSS) removal rate prior to discharge. MassDEP has published presumed removal rates for each of the BMP’s featured in their design guidelines. Additionally, this standard addresses the required volume of stormwater runoff that is to be treated by the BMPs, as well as components of a long-term source control and pollution prevention plan. The following treatment trains have been incorporated into the design of the stormwater management system: Treatment Train 1: This treatment train consists of a monthly street sweeping program, deep-sump, hooded catch basins, proprietary water quality treatment devices and an infiltration basin. The pretreatment requirement of 44% TSS removal prior to infiltration is met through the pretreatment features of this train. The overall TSS removal for this train is 93%. Treatment Train 2: This treatment train consists of a monthly street sweeping program, deep-sump, hooded catch basins, and a bioretention basin. The pretreatment requirement of 44% TSS removal prior to infiltration is met through the pretreatment features of this train. The overall TSS removal for this train is 93%. Section 3 Regulatory Compliance Tighe&Bond Northwood Development II Project Stormwater Management Report 3-4 Treatment Train 3: This treatment train consists of a monthly street sweeping program and a bioretention basin. The pretreatment requirement of 44% is met through this treatment train. The overall TSS removal for this train is 91%. Treatment Train 4: This treatment train consists of a monthly street sweeping program, proprietary water quality treatment device and an infiltration basin. The overall TSS removal for this train is 91%. Treatment Train 5: This treatment train consists of a monthly street sweeping program. The overall TSS removal for this train is 10%. On a site-wise basis, the required 80% TSS removal rate is achieved. One discharge location does not individually achieve the 80% TSS removal requirement; however, this discharge is considered de minimum by MassDEP2 as the quantity of stormwater runoff during the 2-year, 24-hour storm event is less than 1 cubic foot per second. These discharges were minimized to the maximum extent practicable but are provided to hydrate runoff to the easternmost portion of the northern wetland. Due to site constraints, this was the only feasible way to discharge stormwater to the easternmost portion of this wetland while still meeting the Standard on a site-wide basis for stormwater quality. The site-wide TSS removal calculation is as follows. This calculation is based on the impervious areas within the project, excluding building rooftop areas. Table 3.3 TSS Removal Efficiencies Treatment Train 1 – CB, WQU, Infiltration Basin 93% 2.6 Acres Treatment Train 2 – CB, Bioretention Basin 93% 0.9 Acres Treatment Train 3 – Bioretention Basin – Direct Entry 91% 0.3 Acres Treatment Train 4 – WQU, Infiltration Basin 91% 0.1 Acres Treatment Train 5 – Street Sweeping 10% 0.1 Acres Total 4.0 Acres Weighted Average TSS Removal 91% The National Pollutant Discharge Elimination System (NPDES) administered by the Environmental Protection Agency (EPA) requires that a SWPPP be prepared as the site will disturb over one-acre of earth. A SWPPP was prepared by the contractor and a Notice of Intent with the EPA was filed prior to construction. The owner of the project is performing the monitoring and the reporting responsibilities as outlined in the SWPPP. 2 Massachusetts Department of Environmental Protection, Stormwater Handbook, Volume 3: Documenting Compliance, Chapter 1, pp. 35-37. Section 3 Regulatory Compliance Tighe&Bond Northwood Development II Project Stormwater Management Report 3-5 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) It is anticipated that the proposed project uses will generate more than 1,000 vehicle trips per day, therefore the site has been designated as a LUHPPL. The following conditions have been met through design: 1. BMPs are suitable for treating runoff from LUHPPL through the use of grassed channels, bioretention areas, infiltration basins, proprietary water quality units, and deep sump hooded catch basins. 2. The Required Water Quality Volume was calculated with 1” required depth (See Appendix D). 3. Pretreatment BMPs have been included to meet 44% TSS removal prior to infiltration (See Appendix D for BMP Treatment Train Worksheets). 4. Filtering bioretention areas have been included in order to minimize the effect of oil and grease, should elevated concentrations exist in runoff. The proposed BMPs of the stormwater management system have been designed in compliance with the requirements of Standard 5 and the Massachusetts Stormwater Handbook. Calculations supporting the more stringent Required Water Quality volume and 44% TSS removal prior to infiltration are provided in Appendix D. A long term pollution prevention plan has also been developed for the project and is provided in Appendix F. 3.7 Standard 6: Critical Areas The site discharges stormwater runoff to an un-named wetland as the first receiving water. The wetland area abuts the Connecticut River but is not located in a Critical Area as defined in the Massachusetts Stormwater Standards or 314 CMR 4.00. The project will not result in any new discharges to the Connecticut River. Existing drainage patterns will be maintained and stormwater quality will be improved as a result of the development. 3.8 Standard 7: Redevelopment Projects The project is considered a combination of new development and redevelopment. While the majority of the project has been designed to fully comply with the Standards, a relatively small area of proposed pavement is considered as a redevelopment. Drainage Area 77S, as shown on Figure 5: Proposed Conditions Drainage Area Map, conveys minimally treated runoff to the wetland to the north (Design Point DP-2). This drainage area comprises approximately 1% of the overall project area. Due to challenges with property ownership and topography, this drainage area discharges runoff through two curb cuts along the northern property line. This was required to continue to hydrate the easternmost finger of the northern wetland, which is a requirement of the Northampton Conservation Commission and the Massachusetts Wetlands Protection Act. Section 3 Regulatory Compliance Tighe&Bond Northwood Development II Project Stormwater Management Report 3-6 This drainage area and its associated discharges comply with the Standards to the maximum extent practicable. Further discussion of the project’s compliance with peak rate attenuation, groundwater recharge, and treatment practices are further described in Sections 3.3, 3.4 and 3.5, respectfully. 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control There will be more than one acre of land disturbed as a result of this project, therefore an EPA NPDES Construction General Permit was obtained before construction commenced. A SWPPP was prepared by the contractor prior to demolition of the Clarion Hotel and Conference Center. For the construction of Phase I, a second SWPPP was implemented that met the requirements of the MassDEP Stormwater Handbook Standard 8 and EPA NPDES General Construction Permit. That SWPPP is current and active; therefore a new SWPPP is not provided as part of this report. 3.10 Standard 9: Long-Term Operation and Maintenance Plan A Stormwater Operations and Maintenance Plan outlining the responsible parties for the project, routine and non-routine maintenance tasks and inspection criteria was provided with the initial permit documents prior to the construction of Phase 1, therefore a new Stormwater Operations and Maintenance Plan is not provided as part of this report. . 3.11 Standard 10: Prohibition of Illicit Discharges Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Illicit discharge does not include discharges from the following activities or facilities: firefighting, water line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechlorinated water from swimming pools, water used for street washing, and water used to clean residential buildings without detergents. A signed Illicit Discharge Statement was provided in the initial permit documents prior to the construction of Phase 1, therefore a new Illicit Discharge Statement is not provided as part of this report. 3.12 City of Northampton Stormwater Management Regulations The project has been designed in accordance with the City of Northampton Stormwater Management (Chapter 281) requirements. The requirements generally mimic those of the Massachusetts Stormwater Standards, with additional design requirements for stormwater infiltration systems and erosion and sedimentation control features. J:\H\H1363\Atwood North\Permits\Stormwater\October 2019 Re-Permit Set\Narrative\171363 Stormwater Report Narrative.docx APPENDIX A swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. APPENDIX B Based on USGS Topographic Map forEasthampton, MA Revised 1979. Contour Equals 10-feet.Mt Holyoke, MA Revised 1979. Contour Equals 10-feet.Circles indicate 500-foot and half-mile radii 0 1,000 2,000 Feet 1:24,000 V:\Projects\H\H1363\NorthwoodDevelopmentII\NorthwoodDevelopmentII_NorthamptonMA_Topo.mxd [Exported By: emdrake, 11/11/2019, 1:21:22 PM] FIGURE 1SITE LOCATION Northwood Development II15 Atwood DriveNorthampton, Massachusetts November 2019 N-5073 ^_ ¹Tighe&BondEngineers | Environmental Specialists ÈSITE LOCATION Legend Site Parcels #!!!!!!!!!!!!!!!!!!!!!!!!!! ! ! !!!!!!!!!!!!!!!! !!!!!!!!!!!!!!!!!!!!!!!!!!!!! ! ! ! !!!!!!!!!!!!!!! !! X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X HOCKANUM MOUNT TOM ROUNDHILL MANHAN MEADOWS PYNCHON MEADOWS HOCKANUMMEADOWS SHEPHERDISLAND TITANSPIAZZA THERMOPYLAE HOCKANUMFLAT NEDS DITCH HULBERTS POND O X B O W Ox BowDANKSPOND M ANHANR IV ERMill RiverMill RiverCONNECTICUT RIVERMill River RUSSELLCOVE DryBr o ok§¨¦91 UV66 UV10 UV9 UV5 UV47 HOLY O KE S TR EET CONZSTREET UNDERWOOD AVENUE ELMSTREET PRINCE STREET WALNUTT R E ESPAT H CLAPP STREET FRUITSTREET POME ROY TE RR ACEWARD AVENUEV ERNONSTREETUNION STREETCOLLEGEL ANEATWOODDRIVE RIVERBANKROADROUNDHILLROADTRUMBULL ROAD H A M PDEN STREETDRYADSGREEN MITCHSWAYHOCKANUMROADOLDSOUTHSTREETPRO S PECT STR E E T RAMP-RT5T ORT91 NB FIR S TSQ U AR EROADWILLIAMSSTREETHENSHAWAVENUEPARADISE ROADM A INSTREETPOUND LANEPLEASANTSTREETBELMONTAVENUE PARSONS STREETEA S TE RN A V E N U E MASONICSTREETMA R K ET S TREET HAWLEYSTREET WILDERAVENUE KIN G ST REET NEILSONDRIVESOUTH PAR K T ERRACEMUNROESTREET BRIGHT STREET LAUREL S T R E E TKINGSLEYAVENUEFORTSTR EETSTATESTREETBARRUS ROADCROSSPATHROADLASELL AVENUE TYLER COURT P AQ U E T T E A V E N U E MOSER S T R E E T CHA RLES STRE E T OL ANDERDRIVEFE R RY AV ENU E ISABE LL A STRE ET DEWEY COURTFORBES AVENUENORTHST R EET H AN C O C K S TR E E T WILSON AVENUETYLERD RIVEC EDA R STREET H A M PTONAVENUEVALLEY STREETKENSINGTON AVENUESOUTHSTREETFORT HIL L R O A D HADLEYSTREET SE EL Y E DR IV E MYRTLE STREET OLDSPRINGFIELDROADRUST AVENUE HARLOW AVENUE HENRYSTREETRIV ER STREET GROVE STREET W ES T S T R E E T JAMES AVENUE STRONGAVENU E C HA PE LS TREETDIKEROADW E B B S H OL L OWROADEAST STREETFORTHILLTERRACEHEBERTAV E N UE WINTHROPSTREET BRIDGESTREETCOMBS ROAD REVELL AVENUE MOUNT TOM ROADCLA RK AVENUE G OTHIC STREET FEDERALSTREET ME M O RIALROADBURTS PIT ROAD WASHINGTON AVENUEHARRISON AVENUEDANKSROADB ARSTOWLANENORTHAMPTONSTR EETFACTORYSTREETOLIVESTREETEARLESTREETMANHANROADM IDDLE MEADOW ROADIS L A N D RO A D LYMAN ROAD PY NCHON M E A D O W R O A D N O O K R O A DMAYNARD ROADPO T ASHROAD TI TANSPIERROADTEXASROADHUNTS ROAD RAINBOWROAD EASTHAMPTO N R OAD RAMP-RT5(MOUNTTOMRD)TOR T 91SBOXBOW ROAD PARSONSSWAMPROADKI NGS H I GHWAYCURTISNOOKROAD MOUNTAIN R OADFAIRSTREET VENTURESFIELDROADINTERSTATE91 0 1,000 2,000 Feet V:\Projects\H\H1363\NorthwoodDevelopmentII\NorthwoodDevelopmentII_NorthamptonMA_Resource.mxd [Exported By: emdrake, 11/11/2019, 1:21:46 PM] Data source: Bureau of Geographic Information (MassGIS),Commonwealth of Massachusetts, Executive Office of TechnologyCircles indicate 500-foot and half-mile radii.Data valid as of November 2019. FIGURE 2PRIORITY RESOURCESNorthwood Development II15 Atwood DriveNorthampton, Massachusetts N-5073 November 2019 ^_ Le ge n dXNHESP Certified Vernal PoolsXNHESP Potential Vernal Pools #Non-Landfill Solid Waste Sites !Þ Proposed Well !Þ Emergency Surface Water !Þ Community Public Water Supply - Surface Water !Þ Community Public Water Supply - Groundwater "Non-Community Non-Transient Public Water Supply "T Non-Community Transient Public Water Supply Limited Access HighwayMulti-Lane Highway, NOT Limited AccessOther Numbered HighwayMajor Road - CollectorMinor Street or Road Aquaducts Hydrologic Connections Stream/Intermittent Stream !Powerline Pipeline Track or Trail Trains Public Surface Water Supply Protection Area (Zone A) DEP Approved Wellhead Protection Area (Zone I) DEP Approved Wellhead Protection Area (Zone II) DEP Interim Wellhead Protection Area (IWPA) Protected and Recreational Open Space Solid Waste Landfill Area of Critical Environmental Concern (ACEC) NHESP Priority Habitats for Rare Species NHESP Estimated Habitats for Rare Wildlife EPA Designated Sole Source Aquifer Major Drainage Basin Sub Drainage Basin MassDEP Open Water MassDEP Inland Wetlands MassDEP Coastal Wetlands MassDEP Not Interpreted Wetlands Public Surface Water Supply (PSWS) Water Bodies Non-Potential Drinking Water Source Area - High Yield Non-Potential Drinking Water Source Area - Medium Yield Potentially Productive Medium Yield Aquifer Potentially Productive High Yield Aquifer County Boundary Town Boundary USGS Quadrangle Sheet Boundary Site Parcels 1:24,000 ¹Tighe&BondEngineers | Environmental SpecialistsÈSITE LOCATION MOUNT TOM ROADRAMP-RT91NBTORT5 RAMP-RT5TORT91NBINTERSTATE 91ATWOOD DRIVE UV5 §¨¦91 39 -042-001 39-044-001 39 -041-001 39 -059-001 46 -009-001 39 -063-001 46 -012-001 46 -075-001 46 -008-001 39 -039-001 39 -035-001 39 -043-001 39 -060-001 46 -072-001 FIGURE 3ORTHOPHOTOGRAPH Northwood Development II15 Atwood DriveNorthampton, Massachusetts¹0 100 200 Feet 1:2,400 V:\Projects\H\H1363\NorthwoodDevelopmentII\NorthwoodDevelopmentII_NorthamptonMA_Aerial.mxd [Exported By: emdrake, 11/11/2019, 1:21:31 PM] Based on imagery provided by ESRI (source: DigitalGlobe 2018)Parcels (FY 2014) downloaded from MassGIS and are approximate. N-5073 November 2019 ^_ Legend Site Parcels Parcel BoundaryTighe&BondEngineers | Environmental Specialists 46-009 N/F JOHN & STANLEY E. ORZEL DEED 1904~218 CELL TOWERLEASE AREA 25' WIDE ACCESS &UTILITYEASEMENT MANHAN RO MATCHLINEMATCHLINEINFILTRATION BASIN 2 INFILTRATION BASI N 1 BIORETENTION BASIN 1 BIORETENTION BASIN 2 00 80'160' SCALE IN FEET GRAPHIC SCALE N ATWOOD NORTH DEVELOPMENT NORTHAMPTON, MASSACHUSETTS FIGURE 4 EXISTING CONDITIONS DRAINAGE AREA MAP Tighe&Bond www.tighebond.com SCALE: 1"=80'DATE: REV. JANUARY 2020 SUBCATCHMENT BOUNDARY LEGEND STORMWATER FLOW PATH DESIGN POINT DP-1: WESTERN WETLAND AREA DESIGN POINT DP-2: NORTHERN WETLAND AREA AREA 23S AREA 30S AREA 12S AREA 19SAREA 11S AREA 10S AREA 5S AREA 4S AREA 3S AREA 1S AREA 2S EXIST. AREA 22 AREA 6SAREA 7SAREA 8S AREA 29S AREA 25SAREA 26SAREA 27S AREA 32S AREA 31S AREA 21S AREA 77SAREA 74S AREA 75S EXIST. AREA 23 EXIST. AREA 21 EXIST. AREA 20 EXIST. AREA 19 EXIST. AREA 18 EXIST. AREA 17 EXIST. AREA 16 EXIST. AREA 15 AREA 20S 121123 121121 122122 121123120120 119 120 115111115111111115120116 120118INFILTRATION BASIN 2 INFILT R ATI O N BA SIN 1 BIORETENTION BASIN 1 BIORETENTION BASIN 2 ATWOOD NORTH DEVELOPMENT NORTHAMPTON, MASSACHUSETTS FIGURE 5 PROPOSED CONDITIONS DRAINAGE AREA MAP Tighe&Bond www.tighebond.com SCALE: 1"=80'DATE: REV. JANUARY 2020 AREA 38S AREA 23S AREA 20S AREA 12S AREA 19SAREA 11S AREA 10S AREA 5S AREA 4S AREA 3S AREA 1S AREA 2S EXIST. AREA 22AREA 14SAREA 6SAREA 7SAREA 8SAREA 9SAREA 13S A R E A 1 6 S AREA 29S AREA 25SAREA 26SAREA 27SAREA 28SAREA 32S AREA 31SAREA 30S AREA 21S AREA 74S 00 80'160' SCALE IN FEET GRAPHIC SCALE N SUBCATCHMENT BOUNDARY LEGEND STORMWATER FLOW PATH DESIGN POINT DP-1: WESTERN WETLAND AREA DESIGN POINT DP-2: NORTHERN WETLAND AREA AREA 75S EXIST. AREA 23 EXIST. AREA 21 EXIST. AREA 20 EXIST. AREA 19 EXIST. AREA 18 EXIST. AREA 17 EXIST. AREA 16 EXIST. AREA 15 AREA 77S APPENDIX C Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part (Northwood Development II) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/22/2019 Page 1 of 446860504686110468617046862304686290468635046864104686050468611046861704686230468629046863504686410695540695600695660695720695780695840695900695960696020696080696140 695540 695600 695660 695720 695780 695840 695900 695960 696020 696080 696140 42° 18' 19'' N 72° 37' 39'' W42° 18' 19'' N72° 37' 13'' W42° 18' 6'' N 72° 37' 39'' W42° 18' 6'' N 72° 37' 13'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,820 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 14, Sep 13, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 29, 2013—Oct 16, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part (Northwood Development II) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/22/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Water 0.7 1.6% 8A Limerick silt loam, 0 to 3 percent slopes B/D 0.1 0.2% 96A Hadley silt loam, 0 to 3 percent slopes B 1.6 4.1% 98A Winooski silt loam, 0 to 3 percent slopes B 2.9 7.3% 744A Hadley-Winooski-Urban land complex, 0 to 3 percent slopes B 34.3 86.8% Totals for Area of Interest 39.6 100.0% Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Northwood Development II Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/22/2019 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Northwood Development II Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/22/2019 Page 4 of 4 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 1 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-01 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-6 A 10YR/3/3 Sandy Loam 5 0 SBK Friable 6-132 Fill 1 2.5Y/5/3 Loamy Sand 5 0 Massive Friable 132-144 C1 7.5YR/4/1 132" 2.5Y/5/8 >5 Dense Fine Sandy Loam 0 0 Massive Friable firm in place Additional Notes: No weeping or standing water observed. Fill material was generally free of construction/demolition debris with the exception of a couple pieces of asphalt (1’x1’x2”) observed in the first 2’ of excavation. C1 was dense material with an expected low permeability. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 2 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-02 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-6 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 6-88 FILL 1 2.5Y/5/3 Loamy Sand 5 0 Massive Friable 88-105 C1 2.5Y/3/1 88 2.5YR/5/8 3 Organic Fine Loamy Sand0 0 Massive Friable Firm in Place 105-144 C2 2.5Y/5/3 Fine Loamy Sand 0 0 Massive Friable Additional Notes: No weeping or standing water observed. Fill material was 80% loamy sand with pockets of medium sand. No construction/demolition debris encountered in fill material. C1 material was dark gray color with strong organic odors. C1 was dense material with an expected low permeability. C2 material consisted mainly of fine loamy sand with pockets of fine sand. Soils were saturated at 144” deep. No distinct signs of redox were observed in the C2 layer. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 3 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-03 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-8 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 8-60 FILL 1 2.5Y/5/3 Loamy Sand 5 0 Massive Friable 60-108 FILL 2 2.5Y/6/2 Med Coarse Sand5 0 Single Grain Loose 108-136 C1 7.5YR/4/1 108” 2.5YR/8/8 >5 Dense Fine Sandy Loam 0 0 Massive Friable Firm in Place Additional Notes: No weeping or standing water observed. No construction/demolition debris encountered in fill material. C1 was dense material with an expected low permeability. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 4 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-04 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-4 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 4-62 FILL 1 7.5YR/5/2 Loamy Sand 5 0 Massive Friable 62-100 FILL 2 2.5Y/5/3 90” 5YR/5/4 3 Medium Sand 5 0 Single Grain Loose 100-144 C1 7.5YR/4/1 100” 5YR/5/4 >5 Dense Fine Sandy Loam 0 0 Massive Friable Wet Additional Notes: No weeping or standing water observed. Fill 1 material included approximately 25% construction/demolition debris (brick, mortar, rebar, metal pipe) by volume. Fill 2 material only had a few angular stone and bricks (3-4 pieces). C1 was dense material with an expected low permeability. C1 material was saturated at 132” deep. C1 material is no longer firm in place when saturated. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 5 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-05 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-7 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 7-82 FILL 1 7.5YR/5/2 Loamy Sand 5 0 Massive Friable 82-132 C1 7.5YR/4/1 82” 5YR/5/4 >5 Dense Fine Sandy Loam 0 0 Massive Friable Firm in Place Additional Notes: No weeping or standing water observed. Fill 1 material included approximately 50% construction/demolition debris (brick, mortar, rebar, metal pipe) by volume. C1 was dense material with an expected low permeability. C1 material was saturated at 100” deep. C1 material is no longer firm in place when saturated. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 6 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design F. Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. Signature of Soil Evaluator Date Jeremy Cigal, Tighe & Bond, Inc. / #2870 Typed or Printed Name of Soil Evaluator / License # 11/2004 Date of Soil Evaluator Exam Field Notes: Date: June 5, 2013 Backhoe = CAT 420D (Seaboard Drilling) Weather: Sunny, 70 degrees See site plan for test pit locations APPENDIX D Existing Conditions Hydrologic Calculations 1S East Parking Lot (S-E) 2S Bldg 1 Driveway 3S East Parking Lot (N-E) 4S East Parking Lot (N-W-1) 5S East Parking Lot (N-W-2) 6S Central Parking (N-E-1) 7S Central Parking (N-E-2) 8S Central Parking (N-W-1) 10S North Driveway 11S North Parking Lot (E) 12S Western Wetland 15S Area 15 16S Area 16 17S Area 17 18S Area 18 19S BioRetention Basin Area 20S Infiltration Basin 1 21S Infiltration Basin 2 22S Area 19 23S Bldg. 1 Roof 24S Area 20 25S Central Parking (S-E-1) 26S Central Parking (S-E-2) 27S Central Parking (S-W-1) 28S Area 21 29S Southwest Field 30S South Driveway (W) 31S South Driveway (Center) 32S South Driveway (E) 33S Area 22 34S Area 23 74S North Parking Lot (C) 75S Northwest Field 77S East Parking Lot (N-E2) 71R Design Point 2 - Northern Wetland Area 72R Design Point 1 - Western Wetland Area BIO1 BioRetention Basin 1 BIO2 BioRetention Basin 2 CB-ACB CBA CB-BCB CBB CB-P1CB CB-P1 CB-P10CB CB-P10 - INVERTS NA CB-P11CB CB-P11 CB-P13CB CB-P13 CB-P15CB CB-P15 CB-P18CB CB-P18 CB-P2CB CB-P2 CB-P21CB CB-P21 CB-P3CB CB-P3 CB-P4CB CB-P4 CB-P5CB CB-P5 CB-P6CB CB-P6 CB-P9CB CB-P9 - INVERTS NA CB-P`14CB CB-P14 CB1CB CB1 CB2CB CB2 CB3CB CB3 CB4CB CB4 CB6CB CB6 CB7CB CB-7 DMH-1CB DMH-1 DMH-P1CB DMH-P1 - INSTALLED INCORRECTLY DMH-P10CB DMH-P10 DMH-P11CB DMH-P11 DMH-P2CB DMH-P2 DMH-P3CB DMH-P3 DMH-P5CB DMH-P5 DMH-P6CB DMH-P6 DMH-P7CB DMH-P7 DMH-P8CB DMH-P8 DMH-P9CB DMH-P9 DMH2CB DMH2 DMH3CB DMH3 DMH4CB DMH4 DMH5CB DMH5 IB1 Infiltration Basin 1 IB2 Infiltration Basin 2 STC-450iCB STC 450i WQU-P1CB WQU-P1 WQU-P2CB WQU-P2 Routing Diagram for Northwood Existing Site Prepared by Tighe & Bond, Printed 1/17/2020 HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 2HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 4.139 69 50-75% Grass cover, Fair, HSG B (1S, 2S, 3S, 4S, 6S, 7S, 8S, 10S, 11S, 12S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 24S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 74S, 75S, 77S) 4.420 98 Paved parking, HSG B (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 10S, 11S, 15S, 16S, 17S, 18S, 22S, 24S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 74S, 77S) 0.549 98 Roofs, HSG B (23S) 0.506 98 Water Surface, HSG B (2S, 19S, 20S, 21S) 0.456 60 Woods, Fair, HSG B (12S, 21S, 75S) 10.070 84 TOTAL AREA Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 3HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 10.070 HSG B 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 10S, 11S, 12S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S, 24S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 74S, 75S, 77S 0.000 HSG C 0.000 HSG D 0.000 Other 10.070 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 4HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=18,321 sf 84.38% Impervious Runoff Depth=2.32"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=93 Runoff=1.12 cfs 0.081 af Runoff Area=18,023 sf 61.09% Impervious Runoff Depth=1.80"Subcatchment 2S: Bldg 1 Driveway Tc=5.0 min CN=87 Runoff=0.87 cfs 0.062 af Runoff Area=8,942 sf 84.65% Impervious Runoff Depth=2.42"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=0.56 cfs 0.041 af Runoff Area=16,953 sf 91.90% Impervious Runoff Depth=2.62"Subcatchment 4S: East Parking Lot Tc=5.0 min CN=96 Runoff=1.12 cfs 0.085 af Runoff Area=3,361 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 5S: East Parking Lot Tc=5.0 min CN=98 Runoff=0.23 cfs 0.018 af Runoff Area=19,563 sf 84.64% Impervious Runoff Depth=2.42"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=94 Runoff=1.23 cfs 0.090 af Runoff Area=10,158 sf 86.06% Impervious Runoff Depth=2.42"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=25,403 sf 34.41% Impervious Runoff Depth=1.24"Subcatchment 8S: Central Parking (N-W-1) Flow Length=150' Tc=18.8 min CN=79 Runoff=0.57 cfs 0.060 af Runoff Area=3,783 sf 76.53% Impervious Runoff Depth=2.14"Subcatchment 10S: North Driveway Tc=5.0 min CN=91 Runoff=0.22 cfs 0.015 af Runoff Area=6,719 sf 53.18% Impervious Runoff Depth=1.57"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=84 Runoff=0.28 cfs 0.020 af Runoff Area=32,719 sf 0.00% Impervious Runoff Depth=0.50"Subcatchment 12S: Western Wetland Flow Length=140' Tc=7.3 min CN=64 Runoff=0.29 cfs 0.031 af Runoff Area=5,959 sf 68.40% Impervious Runoff Depth=1.96"Subcatchment 15S: Area 15 Tc=5.0 min CN=89 Runoff=0.31 cfs 0.022 af Runoff Area=8,723 sf 89.61% Impervious Runoff Depth=2.52"Subcatchment 16S: Area 16 Tc=5.0 min CN=95 Runoff=0.56 cfs 0.042 af Runoff Area=10,339 sf 74.54% Impervious Runoff Depth=2.14"Subcatchment 17S: Area 17 Tc=5.0 min CN=91 Runoff=0.59 cfs 0.042 af Runoff Area=14,694 sf 78.90% Impervious Runoff Depth=2.23"Subcatchment 18S: Area 18 Tc=5.0 min CN=92 Runoff=0.87 cfs 0.063 af Runoff Area=12,706 sf 46.40% Impervious Runoff Depth=1.43"Subcatchment 19S: BioRetention Basin Flow Length=284' Tc=21.6 min CN=82 Runoff=0.32 cfs 0.035 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 5HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=22,488 sf 28.51% Impervious Runoff Depth=1.12"Subcatchment 20S: Infiltration Basin 1 Flow Length=160' Tc=14.3 min CN=77 Runoff=0.50 cfs 0.048 af Runoff Area=17,670 sf 49.69% Impervious Runoff Depth=1.50"Subcatchment 21S: Infiltration Basin 2 Tc=5.0 min CN=83 Runoff=0.71 cfs 0.051 af Runoff Area=12,198 sf 59.30% Impervious Runoff Depth=1.72"Subcatchment 22S: Area 19 Tc=5.0 min CN=86 Runoff=0.57 cfs 0.040 af Runoff Area=23,910 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=1.64 cfs 0.130 af Runoff Area=11,505 sf 61.98% Impervious Runoff Depth=1.80"Subcatchment 24S: Area 20 Tc=5.0 min CN=87 Runoff=0.56 cfs 0.040 af Runoff Area=10,753 sf 79.87% Impervious Runoff Depth=2.23"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=92 Runoff=0.63 cfs 0.046 af Runoff Area=7,239 sf 84.50% Impervious Runoff Depth=2.42"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.46 cfs 0.033 af Runoff Area=20,714 sf 29.24% Impervious Runoff Depth=1.12"Subcatchment 27S: Central Parking Flow Length=166' Tc=14.1 min CN=77 Runoff=0.46 cfs 0.044 af Runoff Area=10,397 sf 67.55% Impervious Runoff Depth=1.96"Subcatchment 28S: Area 21 Tc=5.0 min CN=89 Runoff=0.55 cfs 0.039 af Runoff Area=25,691 sf 1.21% Impervious Runoff Depth=0.71"Subcatchment 29S: Southwest Field Flow Length=262' Slope=0.0100 '/' Tc=17.1 min CN=69 Runoff=0.30 cfs 0.035 af Runoff Area=2,763 sf 80.85% Impervious Runoff Depth=2.23"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=92 Runoff=0.16 cfs 0.012 af Runoff Area=4,252 sf 85.14% Impervious Runoff Depth=2.42"Subcatchment 31S: South Driveway Tc=5.0 min CN=94 Runoff=0.27 cfs 0.020 af Runoff Area=3,829 sf 63.05% Impervious Runoff Depth=1.80"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=87 Runoff=0.19 cfs 0.013 af Runoff Area=10,478 sf 65.03% Impervious Runoff Depth=1.88"Subcatchment 33S: Area 22 Tc=5.0 min CN=88 Runoff=0.53 cfs 0.038 af Runoff Area=13,837 sf 49.84% Impervious Runoff Depth=1.50"Subcatchment 34S: Area 23 Tc=5.0 min CN=83 Runoff=0.56 cfs 0.040 af Runoff Area=3,589 sf 23.85% Impervious Runoff Depth=1.06"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=76 Runoff=0.10 cfs 0.007 af Runoff Area=16,405 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment 75S: Northwest Field Flow Length=198' Slope=0.0100 '/' Tc=15.5 min CN=69 Runoff=0.20 cfs 0.022 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 6HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=4,567 sf 77.05% Impervious Runoff Depth=2.14"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=91 Runoff=0.26 cfs 0.019 af Inflow=2.88 cfs 0.255 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=2.88 cfs 0.255 af Inflow=5.29 cfs 0.555 afReach 72R: Design Point 1 - Western Wetland Area Outflow=5.29 cfs 0.555 af Peak Elev=117.66' Storage=5,380 cf Inflow=5.42 cfs 0.434 afPond BIO1: BioRetention Basin 1 Discarded=0.19 cfs 0.219 af Primary=2.56 cfs 0.214 af Secondary=0.00 cfs 0.000 af Outflow=2.75 cfs 0.434 af Peak Elev=119.07' Storage=1,075 cf Inflow=0.87 cfs 0.062 afPond BIO2: BioRetention Basin 2 Discarded=0.08 cfs 0.062 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.062 af Peak Elev=121.51' Inflow=0.31 cfs 0.022 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.31 cfs 0.022 af Peak Elev=121.56' Inflow=0.88 cfs 0.064 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=0.88 cfs 0.064 af Peak Elev=118.01' Inflow=0.63 cfs 0.046 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0034 '/' Outflow=0.63 cfs 0.046 af Peak Elev=117.54' Inflow=0.16 cfs 0.012 afPond CB-P10: CB-P10 - INVERTS NA 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.16 cfs 0.012 af Peak Elev=118.81' Inflow=0.19 cfs 0.013 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0093 '/' Outflow=0.19 cfs 0.013 af Peak Elev=120.59' Inflow=1.12 cfs 0.081 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=127.0' S=0.0034 '/' Outflow=1.12 cfs 0.081 af Peak Elev=119.82' Inflow=1.12 cfs 0.085 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=117.0' S=0.0023 '/' Outflow=1.12 cfs 0.085 af Peak Elev=117.79' Inflow=0.10 cfs 0.007 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0084 '/' Outflow=0.10 cfs 0.007 af Peak Elev=117.70' Inflow=1.23 cfs 0.090 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0048 '/' Outflow=1.23 cfs 0.090 af Peak Elev=118.54' Inflow=0.27 cfs 0.020 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0047 '/' Outflow=0.27 cfs 0.020 af Peak Elev=117.37' Inflow=0.46 cfs 0.033 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0047 '/' Outflow=0.46 cfs 0.033 af Peak Elev=117.49' Inflow=0.64 cfs 0.047 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0062 '/' Outflow=0.64 cfs 0.047 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 7HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=117.46' Inflow=0.46 cfs 0.044 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0055 '/' Outflow=0.46 cfs 0.044 af Peak Elev=117.51' Inflow=0.57 cfs 0.060 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0047 '/' Outflow=0.57 cfs 0.060 af Peak Elev=117.60' Inflow=0.30 cfs 0.035 afPond CB-P9: CB-P9 - INVERTS NA 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.30 cfs 0.035 af Peak Elev=120.28' Inflow=0.56 cfs 0.041 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=64.0' S=0.0062 '/' Outflow=0.56 cfs 0.041 af Peak Elev=114.28' Inflow=0.53 cfs 0.038 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.53 cfs 0.038 af Peak Elev=114.65' Inflow=0.56 cfs 0.040 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.56 cfs 0.040 af Peak Elev=116.09' Inflow=0.55 cfs 0.039 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.55 cfs 0.039 af Peak Elev=117.25' Inflow=0.56 cfs 0.040 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.56 cfs 0.040 af Peak Elev=119.63' Inflow=0.87 cfs 0.063 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=0.87 cfs 0.063 af Peak Elev=119.54' Inflow=0.57 cfs 0.040 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.57 cfs 0.040 af Peak Elev=114.16' Inflow=5.07 cfs 0.366 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=5.07 cfs 0.366 af Peak Elev=119.31' Inflow=2.80 cfs 0.208 afPond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY 18.0" Round Culvert n=0.013 L=202.0' S=0.0039 '/' Outflow=2.80 cfs 0.208 af Peak Elev=117.24' Inflow=1.54 cfs 0.112 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0016 '/' Outflow=1.54 cfs 0.112 af Peak Elev=114.89' Inflow=5.07 cfs 0.413 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0518 '/' Outflow=5.07 cfs 0.413 af Peak Elev=117.08' Inflow=0.10 cfs 0.007 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0052 '/' Outflow=0.10 cfs 0.007 af Peak Elev=116.95' Inflow=1.87 cfs 0.137 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0034 '/' Outflow=1.87 cfs 0.137 af Peak Elev=116.48' Inflow=2.14 cfs 0.198 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0049 '/' Outflow=2.14 cfs 0.198 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 8HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=115.62' Inflow=2.11 cfs 0.203 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0037 '/' Outflow=2.11 cfs 0.203 af Peak Elev=116.27' Inflow=2.11 cfs 0.203 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0071 '/' Outflow=2.11 cfs 0.203 af Peak Elev=116.83' Inflow=1.82 cfs 0.157 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0035 '/' Outflow=1.82 cfs 0.157 af Peak Elev=117.28' Inflow=0.82 cfs 0.059 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.82 cfs 0.059 af Peak Elev=116.16' Inflow=4.01 cfs 0.288 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=4.01 cfs 0.288 af Peak Elev=117.38' Inflow=2.90 cfs 0.209 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=2.90 cfs 0.209 af Peak Elev=118.24' Inflow=2.90 cfs 0.209 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=2.90 cfs 0.209 af Peak Elev=119.99' Inflow=1.47 cfs 0.107 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.47 cfs 0.107 af Peak Elev=113.34' Storage=3,505 cf Inflow=2.47 cfs 0.246 afPond IB1: Infiltration Basin 1 s 0.112 af Primary=1.46 cfs 0.111 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=1.55 cfs 0.223 af Peak Elev=112.69' Storage=5,153 cf Inflow=2.83 cfs 0.254 afPond IB2: Infiltration Basin 2 s 0.178 af Primary=0.25 cfs 0.048 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.39 cfs 0.226 af Peak Elev=120.73' Inflow=1.47 cfs 0.107 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.47 cfs 0.107 af Peak Elev=115.52' Inflow=2.14 cfs 0.198 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0032 '/' Outflow=2.14 cfs 0.198 af Peak Elev=116.48' Inflow=2.11 cfs 0.203 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0503 '/' Outflow=2.11 cfs 0.203 af Total Runoff Area = 10.070 ac Runoff Volume = 1.433 af Average Runoff Depth = 1.71" 45.63% Pervious = 4.595 ac 54.37% Impervious = 5.475 ac Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 9HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 15,460 98 Paved parking, HSG B 2,861 69 50-75% Grass cover, Fair, HSG B 18,321 93 Weighted Average 2,861 15.62% Pervious Area 15,460 84.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 10HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Bldg 1 Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.08 hrs, Volume= 0.062 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,012 69 50-75% Grass cover, Fair, HSG B 10,043 98 Paved parking, HSG B 968 98 Water Surface, HSG B 18,023 87 Weighted Average 7,012 38.91% Pervious Area 11,011 61.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 11HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,569 98 Paved parking, HSG B 1,373 69 50-75% Grass cover, Fair, HSG B 8,942 94 Weighted Average 1,373 15.35% Pervious Area 7,569 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 12HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af, Depth= 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 15,579 98 Paved parking, HSG B 1,374 69 50-75% Grass cover, Fair, HSG B 16,953 96 Weighted Average 1,374 8.10% Pervious Area 15,579 91.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 13HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,361 98 Paved parking, HSG B 3,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 14HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 16,559 98 Paved parking, HSG B 3,004 69 50-75% Grass cover, Fair, HSG B 19,563 94 Weighted Average 3,004 15.36% Pervious Area 16,559 84.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 15HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,742 98 Paved parking, HSG B 1,416 69 50-75% Grass cover, Fair, HSG B 10,158 94 Weighted Average 1,416 13.94% Pervious Area 8,742 86.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 16HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) Runoff = 0.57 cfs @ 12.27 hrs, Volume= 0.060 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,742 98 Paved parking, HSG B 16,661 69 50-75% Grass cover, Fair, HSG B 25,403 79 Weighted Average 16,661 65.59% Pervious Area 8,742 34.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 30 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 18.8 150 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 17HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,895 98 Paved parking, HSG B 888 69 50-75% Grass cover, Fair, HSG B 3,783 91 Weighted Average 888 23.47% Pervious Area 2,895 76.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 18HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.28 cfs @ 12.08 hrs, Volume= 0.020 af, Depth= 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,573 98 Paved parking, HSG B 3,146 69 50-75% Grass cover, Fair, HSG B 6,719 84 Weighted Average 3,146 46.82% Pervious Area 3,573 53.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 19HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Western Wetland Runoff = 0.29 cfs @ 12.14 hrs, Volume= 0.031 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,369 69 50-75% Grass cover, Fair, HSG B 18,350 60 Woods, Fair, HSG B 32,719 64 Weighted Average 32,719 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 70 0.0430 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.3 140 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 20HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,076 98 Paved parking, HSG B 1,883 69 50-75% Grass cover, Fair, HSG B 5,959 89 Weighted Average 1,883 31.60% Pervious Area 4,076 68.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 21HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.042 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,817 98 Paved parking, HSG B 906 69 50-75% Grass cover, Fair, HSG B 8,723 95 Weighted Average 906 10.39% Pervious Area 7,817 89.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 22HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.042 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,707 98 Paved parking, HSG B 2,632 69 50-75% Grass cover, Fair, HSG B 10,339 91 Weighted Average 2,632 25.46% Pervious Area 7,707 74.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 23HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 11,593 98 Paved parking, HSG B 3,101 69 50-75% Grass cover, Fair, HSG B 14,694 92 Weighted Average 3,101 21.10% Pervious Area 11,593 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 24HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area Runoff = 0.32 cfs @ 12.31 hrs, Volume= 0.035 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,895 98 Water Surface, HSG B 6,811 69 50-75% Grass cover, Fair, HSG B 12,706 82 Weighted Average 6,811 53.60% Pervious Area 5,895 46.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 100 0.0050 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.5 73 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.6 111 0.0270 1.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.6 284 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 25HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Infiltration Basin 1 Runoff = 0.50 cfs @ 12.21 hrs, Volume= 0.048 af, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 16,076 69 50-75% Grass cover, Fair, HSG B 6,412 98 Water Surface, HSG B 22,488 77 Weighted Average 16,076 71.49% Pervious Area 6,412 28.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.3 160 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 26HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Infiltration Basin 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.08 hrs, Volume= 0.051 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,071 69 50-75% Grass cover, Fair, HSG B 8,781 98 Water Surface, HSG B 818 60 Woods, Fair, HSG B 17,670 83 Weighted Average 8,889 50.31% Pervious Area 8,781 49.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 27HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,233 98 Paved parking, HSG B 4,965 69 50-75% Grass cover, Fair, HSG B 12,198 86 Weighted Average 4,965 40.70% Pervious Area 7,233 59.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 28HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 1.64 cfs @ 12.07 hrs, Volume= 0.130 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 23,910 98 Roofs, HSG B 23,910 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 29HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,131 98 Paved parking, HSG B 4,374 69 50-75% Grass cover, Fair, HSG B 11,505 87 Weighted Average 4,374 38.02% Pervious Area 7,131 61.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 30HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,588 98 Paved parking, HSG B 2,165 69 50-75% Grass cover, Fair, HSG B 10,753 92 Weighted Average 2,165 20.13% Pervious Area 8,588 79.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 31HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,117 98 Paved parking, HSG B 1,122 69 50-75% Grass cover, Fair, HSG B 7,239 94 Weighted Average 1,122 15.50% Pervious Area 6,117 84.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 32HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) Runoff = 0.46 cfs @ 12.21 hrs, Volume= 0.044 af, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,056 98 Paved parking, HSG B 14,658 69 50-75% Grass cover, Fair, HSG B 20,714 77 Weighted Average 14,658 70.76% Pervious Area 6,056 29.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 34 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 32 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.1 166 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 33HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,023 98 Paved parking, HSG B 3,374 69 50-75% Grass cover, Fair, HSG B 10,397 89 Weighted Average 3,374 32.45% Pervious Area 7,023 67.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 34HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Southwest Field Runoff = 0.30 cfs @ 12.27 hrs, Volume= 0.035 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 311 98 Paved parking, HSG B 25,380 69 50-75% Grass cover, Fair, HSG B 25,691 69 Weighted Average 25,380 98.79% Pervious Area 311 1.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.9 162 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.1 262 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 35HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.16 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,234 98 Paved parking, HSG B 529 69 50-75% Grass cover, Fair, HSG B 2,763 92 Weighted Average 529 19.15% Pervious Area 2,234 80.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 36HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,620 98 Paved parking, HSG B 632 69 50-75% Grass cover, Fair, HSG B 4,252 94 Weighted Average 632 14.86% Pervious Area 3,620 85.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 37HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,414 98 Paved parking, HSG B 1,415 69 50-75% Grass cover, Fair, HSG B 3,829 87 Weighted Average 1,415 36.95% Pervious Area 2,414 63.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 38HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.53 cfs @ 12.08 hrs, Volume= 0.038 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,814 98 Paved parking, HSG B 3,664 69 50-75% Grass cover, Fair, HSG B 10,478 88 Weighted Average 3,664 34.97% Pervious Area 6,814 65.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 39HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,897 98 Paved parking, HSG B 6,940 69 50-75% Grass cover, Fair, HSG B 13,837 83 Weighted Average 6,940 50.16% Pervious Area 6,897 49.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 40HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 856 98 Paved parking, HSG B 2,733 69 50-75% Grass cover, Fair, HSG B 3,589 76 Weighted Average 2,733 76.15% Pervious Area 856 23.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 41HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: Northwest Field Runoff = 0.20 cfs @ 12.25 hrs, Volume= 0.022 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 15,714 69 50-75% Grass cover, Fair, HSG B 691 60 Woods, Fair, HSG B 16,405 69 Weighted Average 16,405 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.3 98 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.5 198 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 42HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,519 98 Paved parking, HSG B 1,048 69 50-75% Grass cover, Fair, HSG B 4,567 91 Weighted Average 1,048 22.95% Pervious Area 3,519 77.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 43HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.738 ac, 69.28% Impervious, Inflow Depth = 1.12" for 2-Year event Inflow = 2.88 cfs @ 12.22 hrs, Volume= 0.255 af Outflow = 2.88 cfs @ 12.22 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 44HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.332 ac, 48.80% Impervious, Inflow Depth = 0.91" for 2-Year event Inflow = 5.29 cfs @ 12.08 hrs, Volume= 0.555 af Outflow = 5.29 cfs @ 12.08 hrs, Volume= 0.555 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 45HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [79] Warning: Submerged Pond DMH-P1 Primary device # 1 OUTLET by 0.08' [81] Warning: Exceeded Pond DMH-P2 by 0.62' @ 12.25 hrs Inflow Area = 2.256 ac, 80.48% Impervious, Inflow Depth = 2.31" for 2-Year event Inflow = 5.42 cfs @ 12.07 hrs, Volume= 0.434 af Outflow = 2.75 cfs @ 12.24 hrs, Volume= 0.434 af, Atten= 49%, Lag= 9.7 min Discarded = 0.19 cfs @ 12.24 hrs, Volume= 0.219 af Primary = 2.56 cfs @ 12.24 hrs, Volume= 0.214 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.66' @ 12.24 hrs Surf.Area= 4,055 sf Storage= 5,380 cf Flood Elev= 119.50' Surf.Area= 5,895 sf Storage= 11,962 cf Plug-Flow detention time= 118.8 min calculated for 0.433 af (100% of inflow) Center-of-Mass det. time= 119.2 min ( 903.5 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 113.99' 11,962 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,609 262.0 20.0 5 5 2,988 115.99 2,609 262.0 20.0 1,038 1,044 3,509 116.00 656 195.0 100.0 15 1,059 5,946 117.00 3,441 280.0 100.0 1,866 2,925 9,167 118.00 4,397 288.0 100.0 3,909 6,835 9,627 119.00 5,895 403.0 100.0 5,128 11,962 15,960 Device Routing Invert Outlet Devices #1 Primary 116.42'12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.42' / 116.06' S= 0.0124 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 116.87'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 118.91'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 118.95'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 46HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.19 cfs @ 12.24 hrs HW=117.65' (Free Discharge) 4=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=2.56 cfs @ 12.24 hrs HW=117.65' (Free Discharge) 1=Culvert (Inlet Controls 2.56 cfs @ 3.26 fps) 2=Orifice/Grate (Passes 2.56 cfs of 3.98 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 47HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BioRetention Basin 2 Inflow Area = 0.414 ac, 61.09% Impervious, Inflow Depth = 1.80" for 2-Year event Inflow = 0.87 cfs @ 12.08 hrs, Volume= 0.062 af Outflow = 0.08 cfs @ 13.08 hrs, Volume= 0.062 af, Atten= 91%, Lag= 60.3 min Discarded = 0.08 cfs @ 13.08 hrs, Volume= 0.062 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.07' @ 13.08 hrs Surf.Area= 298 sf Storage= 1,075 cf Flood Elev= 119.50' Surf.Area= 561 sf Storage= 1,258 cf Plug-Flow detention time= 126.9 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 126.7 min ( 946.4 - 819.7 ) Volume Invert Avail.Storage Storage Description #1 116.99' 3,867 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.99 2,649 270.0 0.0 0 0 2,649 117.00 2,609 262.0 20.0 5 5 2,988 118.99 2,609 262.0 20.0 1,038 1,044 3,509 119.00 265 83.0 100.0 12 1,056 8,423 120.00 968 195.0 100.0 580 1,636 10,905 121.00 1,683 215.0 100.0 1,309 2,945 11,589 121.50 2,012 225.0 100.0 923 3,867 11,956 Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 176.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.44' / 116.30' S= 0.0008 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 119.89'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 116.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 121.40'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 48HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.08 cfs @ 13.08 hrs HW=119.07' (Free Discharge) 3=Exfiltration ( Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=116.99' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 0.44 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=116.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 49HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.137 ac, 68.40% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af Outflow = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.51' @ 12.08 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.30 cfs @ 12.08 hrs HW=121.50' (Free Discharge) 1=Culvert (Barrel Controls 0.30 cfs @ 1.66 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 50HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [81] Warning: Exceeded Pond CB-A by 0.05' @ 12.05 hrs Inflow Area = 0.337 ac, 81.00% Impervious, Inflow Depth = 2.29" for 2-Year event Inflow = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af Outflow = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.56' @ 12.07 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.85 cfs @ 12.07 hrs HW=121.55' (Free Discharge) 1=Culvert (Barrel Controls 0.85 cfs @ 3.34 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 51HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.247 ac, 79.87% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af Outflow = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.01' @ 12.07 hrs Flood Elev= 119.84' Device Routing Invert Outlet Devices #1 Primary 117.49'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.49' / 117.25' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=118.00' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.23 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 52HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 - INVERTS NA Inflow Area = 0.063 ac, 80.85% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.16 cfs @ 12.07 hrs, Volume= 0.012 af Outflow = 0.16 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 12.07 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.54' @ 12.07 hrs Flood Elev= 119.70' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.16 cfs @ 12.07 hrs HW=117.54' (Free Discharge) 1=Culvert (Barrel Controls 0.16 cfs @ 1.68 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 53HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.088 ac, 63.05% Impervious, Inflow Depth = 1.80" for 2-Year event Inflow = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af Outflow = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.81' @ 12.08 hrs Flood Elev= 121.17' Device Routing Invert Outlet Devices #1 Primary 118.57'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.57' / 118.29' S= 0.0093 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.18 cfs @ 12.08 hrs HW=118.80' (Free Discharge) 1=Culvert (Inlet Controls 0.18 cfs @ 1.30 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 54HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.421 ac, 84.38% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.59' @ 12.07 hrs Flood Elev= 122.34' Device Routing Invert Outlet Devices #1 Primary 119.88'12.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.88' / 119.45' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.08 cfs @ 12.07 hrs HW=120.57' (Free Discharge) 1=Culvert (Barrel Controls 1.08 cfs @ 2.60 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 55HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.389 ac, 91.90% Impervious, Inflow Depth = 2.62" for 2-Year event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.82' @ 12.07 hrs Flood Elev= 121.27' Device Routing Invert Outlet Devices #1 Primary 119.05'12.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.05' / 118.78' S= 0.0023 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.08 cfs @ 12.07 hrs HW=119.80' (Free Discharge) 1=Culvert (Barrel Controls 1.08 cfs @ 2.37 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 56HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.082 ac, 23.85% Impervious, Inflow Depth = 1.06" for 2-Year event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Outflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.79' @ 12.09 hrs Flood Elev= 120.17' Device Routing Invert Outlet Devices #1 Primary 117.62'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.62' / 117.41' S= 0.0084 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.10 cfs @ 12.09 hrs HW=117.79' (Free Discharge) 1=Culvert (Inlet Controls 0.10 cfs @ 1.10 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 57HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.449 ac, 84.64% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af Outflow = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.70' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 117.00'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.55' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.90 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 58HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.098 ac, 85.14% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.54' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.22'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.22' / 118.08' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=118.53' (Free Discharge) 1=Culvert (Barrel Controls 0.26 cfs @ 1.87 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 59HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.166 ac, 84.50% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af Outflow = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.37' @ 12.07 hrs Flood Elev= 119.31' Device Routing Invert Outlet Devices #1 Primary 116.96'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.96' / 116.63' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=117.36' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.23 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 60HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.233 ac, 86.06% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.49' @ 12.07 hrs Flood Elev= 119.38' Device Routing Invert Outlet Devices #1 Primary 117.03'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.03' / 116.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.48' (Free Discharge) 1=Culvert (Inlet Controls 0.61 cfs @ 1.80 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 61HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.476 ac, 29.24% Impervious, Inflow Depth = 1.12" for 2-Year event Inflow = 0.46 cfs @ 12.21 hrs, Volume= 0.044 af Outflow = 0.46 cfs @ 12.21 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.21 hrs, Volume= 0.044 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.46' @ 12.21 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.06'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.06' / 116.68' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.46 cfs @ 12.21 hrs HW=117.45' (Free Discharge) 1=Culvert (Barrel Controls 0.46 cfs @ 2.36 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 62HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.583 ac, 34.41% Impervious, Inflow Depth = 1.24" for 2-Year event Inflow = 0.57 cfs @ 12.27 hrs, Volume= 0.060 af Outflow = 0.57 cfs @ 12.27 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 12.27 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.27 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.05'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.05' / 116.61' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.27 hrs HW=117.50' (Free Discharge) 1=Culvert (Barrel Controls 0.57 cfs @ 2.40 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 63HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 - INVERTS NA Inflow Area = 0.590 ac, 1.21% Impervious, Inflow Depth = 0.71" for 2-Year event Inflow = 0.30 cfs @ 12.27 hrs, Volume= 0.035 af Outflow = 0.30 cfs @ 12.27 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 12.27 hrs, Volume= 0.035 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.60' @ 12.27 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.29 cfs @ 12.27 hrs HW=117.60' (Free Discharge) 1=Culvert (Inlet Controls 0.29 cfs @ 1.48 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 64HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.205 ac, 84.65% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af Outflow = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.28' @ 12.07 hrs Flood Elev= 122.23' Device Routing Invert Outlet Devices #1 Primary 119.85'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.85' / 119.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.07 hrs HW=120.27' (Free Discharge) 1=Culvert (Barrel Controls 0.54 cfs @ 2.54 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 65HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.241 ac, 65.03% Impervious, Inflow Depth = 1.88" for 2-Year event Inflow = 0.53 cfs @ 12.08 hrs, Volume= 0.038 af Outflow = 0.53 cfs @ 12.08 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.08 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.28' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.51 cfs @ 12.08 hrs HW=114.28' (Free Discharge) 1=Culvert (Inlet Controls 0.51 cfs @ 2.47 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 66HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 49.84% Impervious, Inflow Depth = 1.50" for 2-Year event Inflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Outflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.65' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.54 cfs @ 12.08 hrs HW=114.65' (Free Discharge) 1=Culvert (Barrel Controls 0.54 cfs @ 3.60 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 67HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.239 ac, 67.55% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af Outflow = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.09' @ 12.08 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.53 cfs @ 12.08 hrs HW=116.08' (Free Discharge) 1=Culvert (Inlet Controls 0.53 cfs @ 2.49 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 68HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.98% Impervious, Inflow Depth = 1.80" for 2-Year event Inflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Outflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.25' @ 12.08 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.54 cfs @ 12.08 hrs HW=117.25' (Free Discharge) 1=Culvert (Inlet Controls 0.54 cfs @ 2.51 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 69HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.337 ac, 78.90% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af Outflow = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.63' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.83 cfs @ 12.07 hrs HW=119.62' (Free Discharge) 1=Culvert (Inlet Controls 0.83 cfs @ 2.83 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 70HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.280 ac, 59.30% Impervious, Inflow Depth = 1.72" for 2-Year event Inflow = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af Outflow = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.08 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.55 cfs @ 12.08 hrs HW=119.53' (Free Discharge) 1=Culvert (Inlet Controls 0.55 cfs @ 2.52 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 71HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 [79] Warning: Submerged Pond CB1 Primary device # 1 INLET by 0.20' [79] Warning: Submerged Pond CB2 Primary device # 1 OUTLET by 0.80' [79] Warning: Submerged Pond DMH2 Primary device # 1 OUTLET by 0.79' Inflow Area = 2.667 ac, 66.55% Impervious, Inflow Depth = 1.65" for 2-Year event Inflow = 5.07 cfs @ 12.08 hrs, Volume= 0.366 af Outflow = 5.07 cfs @ 12.08 hrs, Volume= 0.366 af, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.08 hrs, Volume= 0.366 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.16' @ 12.08 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=4.92 cfs @ 12.08 hrs HW=114.14' (Free Discharge) 1=Culvert (Inlet Controls 4.92 cfs @ 4.15 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 72HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 0.24' Inflow Area = 1.015 ac, 87.32% Impervious, Inflow Depth = 2.46" for 2-Year event Inflow = 2.80 cfs @ 12.07 hrs, Volume= 0.208 af Outflow = 2.80 cfs @ 12.07 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Primary = 2.80 cfs @ 12.07 hrs, Volume= 0.208 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.31' @ 12.07 hrs Flood Elev= 123.32' Device Routing Invert Outlet Devices #1 Primary 118.36'18.0" Round Culvert - Inverts NA L= 202.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.36' / 117.57' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.70 cfs @ 12.07 hrs HW=119.29' (Free Discharge) 1=Culvert - Inverts NA (Barrel Controls 2.70 cfs @ 3.36 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 73HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.27' [79] Warning: Submerged Pond DMH-P9 Primary device # 1 INLET by 0.39' Inflow Area = 0.599 ac, 79.54% Impervious, Inflow Depth = 2.25" for 2-Year event Inflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Outflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.24' @ 12.07 hrs Flood Elev= 120.88' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 116.43' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.49 cfs @ 12.07 hrs HW=117.23' (Free Discharge) 1=Culvert (Barrel Controls 1.49 cfs @ 2.28 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 74HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [81] Warning: Exceeded Pond DMH-1 by 0.80' @ 13.10 hrs [81] Warning: Exceeded Pond IB2 by 3.06' @ 12.05 hrs Inflow Area = 4.799 ac, 55.21% Impervious, Inflow Depth = 1.03" for 2-Year event Inflow = 5.07 cfs @ 12.08 hrs, Volume= 0.413 af Outflow = 5.07 cfs @ 12.08 hrs, Volume= 0.413 af, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.08 hrs, Volume= 0.413 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.89' @ 12.08 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 113.92'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.92' / 108.58' S= 0.0518 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.92 cfs @ 12.08 hrs HW=114.87' (Free Discharge) 1=Culvert (Inlet Controls 4.92 cfs @ 4.15 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 75HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.082 ac, 23.85% Impervious, Inflow Depth = 1.06" for 2-Year event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Outflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.08' @ 12.09 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.93'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.93' / 116.50' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.09 cfs @ 12.09 hrs HW=117.08' (Free Discharge) 1=Culvert (Barrel Controls 0.09 cfs @ 1.39 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 76HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 OUTLET by 0.39' [79] Warning: Submerged Pond CB-P4 Primary device # 1 OUTLET by 0.49' Inflow Area = 0.682 ac, 85.13% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.87 cfs @ 12.07 hrs, Volume= 0.137 af Outflow = 1.87 cfs @ 12.07 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 12.07 hrs, Volume= 0.137 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.95' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.25'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.25' / 115.81' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.80 cfs @ 12.07 hrs HW=116.94' (Free Discharge) 1=Culvert (Barrel Controls 1.80 cfs @ 2.79 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 77HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.23' Inflow Area = 1.265 ac, 61.76% Impervious, Inflow Depth = 1.87" for 2-Year event Inflow = 2.14 cfs @ 12.08 hrs, Volume= 0.198 af Outflow = 2.14 cfs @ 12.08 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Primary = 2.14 cfs @ 12.08 hrs, Volume= 0.198 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.48' @ 12.08 hrs Flood Elev= 120.46' Device Routing Invert Outlet Devices #1 Primary 115.78'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.78' / 115.16' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.09 cfs @ 12.08 hrs HW=116.47' (Free Discharge) 1=Culvert (Barrel Controls 2.09 cfs @ 3.21 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 78HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond DMH-P7 Primary device # 1 INLET by 0.02' Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af Outflow = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.62' @ 12.09 hrs Flood Elev= 119.68' Device Routing Invert Outlet Devices #1 Primary 114.88'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.88' / 114.31' S= 0.0037 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.08 cfs @ 12.09 hrs HW=115.61' (Free Discharge) 1=Culvert (Barrel Controls 2.08 cfs @ 2.99 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 79HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.14' Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af Outflow = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.27' @ 12.09 hrs Flood Elev= 120.49' Device Routing Invert Outlet Devices #1 Primary 115.59'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.59' / 114.80' S= 0.0071 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.09 cfs @ 12.09 hrs HW=116.27' (Free Discharge) 1=Culvert (Inlet Controls 2.09 cfs @ 2.22 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 80HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 OUTLET by 0.15' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.30' Inflow Area = 1.074 ac, 57.27% Impervious, Inflow Depth = 1.75" for 2-Year event Inflow = 1.82 cfs @ 12.09 hrs, Volume= 0.157 af Outflow = 1.82 cfs @ 12.09 hrs, Volume= 0.157 af, Atten= 0%, Lag= 0.0 min Primary = 1.82 cfs @ 12.09 hrs, Volume= 0.157 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.83' @ 12.09 hrs Flood Elev= 120.78' Device Routing Invert Outlet Devices #1 Primary 116.13'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.13' / 115.84' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.78 cfs @ 12.09 hrs HW=116.82' (Free Discharge) 1=Culvert (Barrel Controls 1.78 cfs @ 2.75 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 81HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 OUTLET by 0.02' Inflow Area = 0.335 ac, 75.45% Impervious, Inflow Depth = 2.12" for 2-Year event Inflow = 0.82 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.82 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.28' @ 12.07 hrs Flood Elev= 121.09' Device Routing Invert Outlet Devices #1 Primary 116.84'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.84' / 116.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.79 cfs @ 12.07 hrs HW=117.27' (Free Discharge) 1=Culvert (Barrel Controls 0.79 cfs @ 2.43 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 82HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [81] Warning: Exceeded Pond CB3 by 0.05' @ 12.05 hrs [79] Warning: Submerged Pond CB4 Primary device # 1 OUTLET by 0.96' [79] Warning: Submerged Pond DMH3 Primary device # 1 OUTLET by 0.94' Inflow Area = 2.108 ac, 69.24% Impervious, Inflow Depth = 1.64" for 2-Year event Inflow = 4.01 cfs @ 12.07 hrs, Volume= 0.288 af Outflow = 4.01 cfs @ 12.07 hrs, Volume= 0.288 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 12.07 hrs, Volume= 0.288 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.16' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=3.86 cfs @ 12.07 hrs HW=116.14' (Free Discharge) 1=Culvert (Barrel Controls 3.86 cfs @ 4.82 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 83HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [79] Warning: Submerged Pond BIO2 Primary device # 1 INLET by 0.91' [79] Warning: Submerged Pond DMH4 Primary device # 1 INLET by 0.65' Inflow Area = 1.606 ac, 70.69% Impervious, Inflow Depth = 1.57" for 2-Year event Inflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Outflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.38' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=117.35' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 4.14 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 84HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [79] Warning: Submerged Pond CB6 Primary device # 1 OUTLET by 1.43' [79] Warning: Submerged Pond CB7 Primary device # 1 OUTLET by 1.41' [79] Warning: Submerged Pond DMH5 Primary device # 1 OUTLET by 1.40' Inflow Area = 1.192 ac, 74.02% Impervious, Inflow Depth = 2.11" for 2-Year event Inflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Outflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.24' @ 12.07 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=118.17' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 3.56 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 85HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [79] Warning: Submerged Pond STC-450i Primary device # 1 OUTLET by 0.54' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Outflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.99' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.41 cfs @ 12.07 hrs HW=119.98' (Free Discharge) 1=Culvert (Inlet Controls 1.41 cfs @ 3.32 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 86HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 Inflow Area = 1.782 ac, 52.12% Impervious, Inflow Depth = 1.66" for 2-Year event Inflow = 2.47 cfs @ 12.09 hrs, Volume= 0.246 af Outflow = 1.55 cfs @ 12.36 hrs, Volume= 0.223 af, Atten= 37%, Lag= 15.7 min Discarded = 0.09 cfs @ 12.36 hrs, Volume= 0.112 af Primary = 1.46 cfs @ 12.36 hrs, Volume= 0.111 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.34' @ 12.36 hrs Surf.Area= 2,827 sf Storage= 3,505 cf Flood Elev= 116.25' Surf.Area= 6,530 sf Storage= 15,955 cf Plug-Flow detention time= 208.5 min calculated for 0.223 af (91% of inflow) Center-of-Mass det. time= 161.1 min ( 981.1 - 820.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 15,955 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 235 194.0 0 0 235 112.00 1,354 271.0 718 718 3,094 113.00 2,481 306.0 1,889 2,607 4,726 114.00 3,570 343.0 3,009 5,616 6,665 115.00 4,764 370.0 4,153 9,769 8,238 116.10 6,530 463.0 6,186 15,955 14,419 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Primary 112.98'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.98' / 111.86' S= 0.0448 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #4 Primary 112.96'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.96' / 111.86' S= 0.0440 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #5 Secondary 113.98'12.0" Round Culvert X 2.00 L= 51.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.93' / 113.98' S= -0.0010 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 87HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.09 cfs @ 12.36 hrs HW=113.34' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Primary OutFlow Max=1.45 cfs @ 12.36 hrs HW=113.34' (Free Discharge) 3=Culvert (Inlet Controls 0.69 cfs @ 1.80 fps) 4=Culvert (Inlet Controls 0.76 cfs @ 1.85 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 88HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 2.133 ac, 41.03% Impervious, Inflow Depth = 1.43" for 2-Year event Inflow = 2.83 cfs @ 12.09 hrs, Volume= 0.254 af Outflow = 0.39 cfs @ 12.98 hrs, Volume= 0.226 af, Atten= 86%, Lag= 53.6 min Discarded = 0.14 cfs @ 12.98 hrs, Volume= 0.178 af Primary = 0.25 cfs @ 12.98 hrs, Volume= 0.048 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 112.69' @ 12.98 hrs Surf.Area= 4,155 sf Storage= 5,153 cf Flood Elev= 116.25' Surf.Area= 8,706 sf Storage= 26,651 cf Plug-Flow detention time= 319.8 min calculated for 0.226 af (89% of inflow) Center-of-Mass det. time= 267.5 min ( 1,096.0 - 828.5 ) Volume Invert Avail.Storage Storage Description #1 111.00' 26,651 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 1,929 198.0 0 0 1,929 112.00 3,283 246.0 2,576 2,576 3,639 113.00 4,572 325.0 3,910 6,486 7,240 114.00 5,759 373.0 5,154 11,640 9,929 115.00 7,019 407.0 6,379 18,019 12,075 116.10 8,706 453.0 8,632 26,651 15,259 Device Routing Invert Outlet Devices #1 Primary 112.06'12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.06' / 110.94' S= 0.0249 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 112.45'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 115.03'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 112.95'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.95' / 111.82' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #6 Tertiary 116.02'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 89HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.14 cfs @ 12.98 hrs HW=112.69' (Free Discharge) 4=Exfiltration ( Controls 0.14 cfs) Primary OutFlow Max=0.25 cfs @ 12.98 hrs HW=112.69' (Free Discharge) 1=Culvert (Passes 0.25 cfs of 1.12 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.25 cfs @ 1.68 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 90HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [79] Warning: Submerged Pond CB-B Primary device # 1 OUTLET by 0.31' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Outflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.73' @ 12.07 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.41 cfs @ 12.07 hrs HW=120.71' (Free Discharge) 1=Culvert (Barrel Controls 1.41 cfs @ 4.17 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 91HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond DMH-P5 Primary device # 1 OUTLET by 0.36' Inflow Area = 1.265 ac, 61.76% Impervious, Inflow Depth = 1.87" for 2-Year event Inflow = 2.14 cfs @ 12.08 hrs, Volume= 0.198 af Outflow = 2.14 cfs @ 12.08 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Primary = 2.14 cfs @ 12.08 hrs, Volume= 0.198 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.52' @ 12.08 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.75'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.75' / 114.50' S= 0.0032 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.09 cfs @ 12.08 hrs HW=115.51' (Free Discharge) 1=Culvert (Barrel Controls 2.09 cfs @ 2.81 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 92HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [81] Warning: Exceeded Pond DMH-P6 by 0.92' @ 0.50 hrs Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af Outflow = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.11 cfs @ 12.09 hrs, Volume= 0.203 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.48' @ 12.09 hrs Flood Elev= 120.93' Device Routing Invert Outlet Devices #1 Primary 115.80'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.80' / 113.89' S= 0.0503 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.08 cfs @ 12.09 hrs HW=116.48' (Free Discharge) 1=Culvert (Inlet Controls 2.08 cfs @ 2.22 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 93HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=18,321 sf 84.38% Impervious Runoff Depth=3.68"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=93 Runoff=1.73 cfs 0.129 af Runoff Area=18,023 sf 61.09% Impervious Runoff Depth=3.07"Subcatchment 2S: Bldg 1 Driveway Tc=5.0 min CN=87 Runoff=1.48 cfs 0.106 af Runoff Area=8,942 sf 84.65% Impervious Runoff Depth=3.79"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=0.86 cfs 0.065 af Runoff Area=16,953 sf 91.90% Impervious Runoff Depth=4.01"Subcatchment 4S: East Parking Lot Tc=5.0 min CN=96 Runoff=1.68 cfs 0.130 af Runoff Area=3,361 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 5S: East Parking Lot Tc=5.0 min CN=98 Runoff=0.34 cfs 0.027 af Runoff Area=19,563 sf 84.64% Impervious Runoff Depth=3.79"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=94 Runoff=1.88 cfs 0.142 af Runoff Area=10,158 sf 86.06% Impervious Runoff Depth=3.79"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.98 cfs 0.074 af Runoff Area=25,403 sf 34.41% Impervious Runoff Depth=2.35"Subcatchment 8S: Central Parking (N-W-1) Flow Length=150' Tc=18.8 min CN=79 Runoff=1.11 cfs 0.114 af Runoff Area=3,783 sf 76.53% Impervious Runoff Depth=3.47"Subcatchment 10S: North Driveway Tc=5.0 min CN=91 Runoff=0.34 cfs 0.025 af Runoff Area=6,719 sf 53.18% Impervious Runoff Depth=2.79"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=84 Runoff=0.50 cfs 0.036 af Runoff Area=32,719 sf 0.00% Impervious Runoff Depth=1.25"Subcatchment 12S: Western Wetland Flow Length=140' Tc=7.3 min CN=64 Runoff=0.95 cfs 0.078 af Runoff Area=5,959 sf 68.40% Impervious Runoff Depth=3.27"Subcatchment 15S: Area 15 Tc=5.0 min CN=89 Runoff=0.52 cfs 0.037 af Runoff Area=8,723 sf 89.61% Impervious Runoff Depth=3.90"Subcatchment 16S: Area 16 Tc=5.0 min CN=95 Runoff=0.85 cfs 0.065 af Runoff Area=10,339 sf 74.54% Impervious Runoff Depth=3.47"Subcatchment 17S: Area 17 Tc=5.0 min CN=91 Runoff=0.94 cfs 0.069 af Runoff Area=14,694 sf 78.90% Impervious Runoff Depth=3.57"Subcatchment 18S: Area 18 Tc=5.0 min CN=92 Runoff=1.36 cfs 0.100 af Runoff Area=12,706 sf 46.40% Impervious Runoff Depth=2.61"Subcatchment 19S: BioRetention Basin Flow Length=284' Tc=21.6 min CN=82 Runoff=0.58 cfs 0.063 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 94HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=22,488 sf 28.51% Impervious Runoff Depth=2.19"Subcatchment 20S: Infiltration Basin 1 Flow Length=160' Tc=14.3 min CN=77 Runoff=1.01 cfs 0.094 af Runoff Area=17,670 sf 49.69% Impervious Runoff Depth=2.70"Subcatchment 21S: Infiltration Basin 2 Tc=5.0 min CN=83 Runoff=1.28 cfs 0.091 af Runoff Area=12,198 sf 59.30% Impervious Runoff Depth=2.98"Subcatchment 22S: Area 19 Tc=5.0 min CN=86 Runoff=0.97 cfs 0.069 af Runoff Area=23,910 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=2.41 cfs 0.194 af Runoff Area=11,505 sf 61.98% Impervious Runoff Depth=3.07"Subcatchment 24S: Area 20 Tc=5.0 min CN=87 Runoff=0.94 cfs 0.068 af Runoff Area=10,753 sf 79.87% Impervious Runoff Depth=3.57"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=92 Runoff=0.99 cfs 0.073 af Runoff Area=7,239 sf 84.50% Impervious Runoff Depth=3.79"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.70 cfs 0.052 af Runoff Area=20,714 sf 29.24% Impervious Runoff Depth=2.19"Subcatchment 27S: Central Parking Flow Length=166' Tc=14.1 min CN=77 Runoff=0.93 cfs 0.087 af Runoff Area=10,397 sf 67.55% Impervious Runoff Depth=3.27"Subcatchment 28S: Area 21 Tc=5.0 min CN=89 Runoff=0.90 cfs 0.065 af Runoff Area=25,691 sf 1.21% Impervious Runoff Depth=1.58"Subcatchment 29S: Southwest Field Flow Length=262' Slope=0.0100 '/' Tc=17.1 min CN=69 Runoff=0.75 cfs 0.078 af Runoff Area=2,763 sf 80.85% Impervious Runoff Depth=3.57"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=92 Runoff=0.26 cfs 0.019 af Runoff Area=4,252 sf 85.14% Impervious Runoff Depth=3.79"Subcatchment 31S: South Driveway Tc=5.0 min CN=94 Runoff=0.41 cfs 0.031 af Runoff Area=3,829 sf 63.05% Impervious Runoff Depth=3.07"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=87 Runoff=0.31 cfs 0.022 af Runoff Area=10,478 sf 65.03% Impervious Runoff Depth=3.17"Subcatchment 33S: Area 22 Tc=5.0 min CN=88 Runoff=0.88 cfs 0.064 af Runoff Area=13,837 sf 49.84% Impervious Runoff Depth=2.70"Subcatchment 34S: Area 23 Tc=5.0 min CN=83 Runoff=1.00 cfs 0.071 af Runoff Area=3,589 sf 23.85% Impervious Runoff Depth=2.11"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=76 Runoff=0.20 cfs 0.014 af Runoff Area=16,405 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment 75S: Northwest Field Flow Length=198' Slope=0.0100 '/' Tc=15.5 min CN=69 Runoff=0.49 cfs 0.050 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 95HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=4,567 sf 77.05% Impervious Runoff Depth=3.47"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=91 Runoff=0.41 cfs 0.030 af Inflow=4.07 cfs 0.501 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=4.07 cfs 0.501 af Inflow=12.07 cfs 1.183 afReach 72R: Design Point 1 - Western Wetland Area Outflow=12.07 cfs 1.183 af Peak Elev=118.22' Storage=7,842 cf Inflow=8.35 cfs 0.683 afPond BIO1: BioRetention Basin 1 Discarded=0.21 cfs 0.259 af Primary=3.41 cfs 0.421 af Secondary=0.00 cfs 0.000 af Outflow=3.62 cfs 0.680 af Peak Elev=119.96' Storage=1,602 cf Inflow=1.48 cfs 0.106 afPond BIO2: BioRetention Basin 2 Discarded=0.10 cfs 0.093 af Primary=0.53 cfs 0.013 af Secondary=0.00 cfs 0.000 af Outflow=0.63 cfs 0.106 af Peak Elev=121.67' Inflow=0.52 cfs 0.037 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.52 cfs 0.037 af Peak Elev=122.16' Inflow=1.37 cfs 0.102 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.37 cfs 0.102 af Peak Elev=118.16' Inflow=0.99 cfs 0.073 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0034 '/' Outflow=0.99 cfs 0.073 af Peak Elev=117.60' Inflow=0.26 cfs 0.019 afPond CB-P10: CB-P10 - INVERTS NA 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.26 cfs 0.019 af Peak Elev=118.88' Inflow=0.31 cfs 0.022 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0093 '/' Outflow=0.31 cfs 0.022 af Peak Elev=120.82' Inflow=1.73 cfs 0.129 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=127.0' S=0.0034 '/' Outflow=1.73 cfs 0.129 af Peak Elev=120.05' Inflow=1.68 cfs 0.130 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=117.0' S=0.0023 '/' Outflow=1.68 cfs 0.130 af Peak Elev=117.87' Inflow=0.20 cfs 0.014 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0084 '/' Outflow=0.20 cfs 0.014 af Peak Elev=117.93' Inflow=1.88 cfs 0.142 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0048 '/' Outflow=1.88 cfs 0.142 af Peak Elev=118.62' Inflow=0.41 cfs 0.031 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0047 '/' Outflow=0.41 cfs 0.031 af Peak Elev=117.47' Inflow=0.70 cfs 0.052 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0047 '/' Outflow=0.70 cfs 0.052 af Peak Elev=117.61' Inflow=0.98 cfs 0.074 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0062 '/' Outflow=0.98 cfs 0.074 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 96HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=117.65' Inflow=0.93 cfs 0.087 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0055 '/' Outflow=0.93 cfs 0.087 af Peak Elev=117.71' Inflow=1.11 cfs 0.114 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0047 '/' Outflow=1.11 cfs 0.114 af Peak Elev=117.81' Inflow=0.75 cfs 0.078 afPond CB-P9: CB-P9 - INVERTS NA 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.75 cfs 0.078 af Peak Elev=120.40' Inflow=0.86 cfs 0.065 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=64.0' S=0.0062 '/' Outflow=0.86 cfs 0.065 af Peak Elev=114.40' Inflow=0.88 cfs 0.064 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.88 cfs 0.064 af Peak Elev=114.79' Inflow=1.00 cfs 0.071 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.00 cfs 0.071 af Peak Elev=116.20' Inflow=0.90 cfs 0.065 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.90 cfs 0.065 af Peak Elev=117.38' Inflow=0.94 cfs 0.068 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.94 cfs 0.068 af Peak Elev=119.77' Inflow=1.36 cfs 0.100 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.36 cfs 0.100 af Peak Elev=119.66' Inflow=0.97 cfs 0.069 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.97 cfs 0.069 af Peak Elev=114.55' Inflow=8.37 cfs 0.621 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=8.37 cfs 0.621 af Peak Elev=119.59' Inflow=4.26 cfs 0.324 afPond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY 18.0" Round Culvert n=0.013 L=202.0' S=0.0039 '/' Outflow=4.26 cfs 0.324 af Peak Elev=117.42' Inflow=2.41 cfs 0.179 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0016 '/' Outflow=2.41 cfs 0.179 af Peak Elev=115.28' Inflow=8.40 cfs 0.826 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0518 '/' Outflow=8.40 cfs 0.826 af Peak Elev=117.14' Inflow=0.20 cfs 0.014 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0052 '/' Outflow=0.20 cfs 0.014 af Peak Elev=117.13' Inflow=2.85 cfs 0.215 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0034 '/' Outflow=2.85 cfs 0.215 af Peak Elev=116.69' Inflow=3.43 cfs 0.330 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0049 '/' Outflow=3.43 cfs 0.330 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 97HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=115.88' Inflow=3.69 cfs 0.362 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0037 '/' Outflow=3.69 cfs 0.362 af Peak Elev=116.52' Inflow=3.69 cfs 0.362 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0071 '/' Outflow=3.69 cfs 0.362 af Peak Elev=117.05' Inflow=3.02 cfs 0.266 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0035 '/' Outflow=3.02 cfs 0.266 af Peak Elev=117.40' Inflow=1.31 cfs 0.096 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.31 cfs 0.096 af Peak Elev=117.27' Inflow=6.48 cfs 0.486 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=6.48 cfs 0.486 af Peak Elev=119.52' Inflow=4.64 cfs 0.354 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=4.64 cfs 0.354 af Peak Elev=119.54' Inflow=4.64 cfs 0.341 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=4.64 cfs 0.341 af Peak Elev=120.27' Inflow=2.30 cfs 0.171 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.30 cfs 0.171 af Peak Elev=113.55' Storage=4,127 cf Inflow=4.14 cfs 0.424 afPond IB1: Infiltration Basin 1 s 0.124 af Primary=3.47 cfs 0.271 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=3.57 cfs 0.395 af Peak Elev=113.17' Storage=7,276 cf Inflow=4.96 cfs 0.454 afPond IB2: Infiltration Basin 2 s 0.201 af Primary=1.75 cfs 0.205 af Secondary=0.27 cfs 0.008 af Tertiary=0.00 cfs 0.000 af Outflow=2.18 cfs 0.414 af Peak Elev=121.02' Inflow=2.30 cfs 0.171 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.30 cfs 0.171 af Peak Elev=115.75' Inflow=3.43 cfs 0.330 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0032 '/' Outflow=3.43 cfs 0.330 af Peak Elev=116.73' Inflow=3.69 cfs 0.362 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0503 '/' Outflow=3.69 cfs 0.362 af Total Runoff Area = 10.070 ac Runoff Volume = 2.433 af Average Runoff Depth = 2.90" 45.63% Pervious = 4.595 ac 54.37% Impervious = 5.475 ac Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 98HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 15,460 98 Paved parking, HSG B 2,861 69 50-75% Grass cover, Fair, HSG B 18,321 93 Weighted Average 2,861 15.62% Pervious Area 15,460 84.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 99HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Bldg 1 Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 1.48 cfs @ 12.07 hrs, Volume= 0.106 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,012 69 50-75% Grass cover, Fair, HSG B 10,043 98 Paved parking, HSG B 968 98 Water Surface, HSG B 18,023 87 Weighted Average 7,012 38.91% Pervious Area 11,011 61.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 100HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,569 98 Paved parking, HSG B 1,373 69 50-75% Grass cover, Fair, HSG B 8,942 94 Weighted Average 1,373 15.35% Pervious Area 7,569 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 101HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 15,579 98 Paved parking, HSG B 1,374 69 50-75% Grass cover, Fair, HSG B 16,953 96 Weighted Average 1,374 8.10% Pervious Area 15,579 91.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 102HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,361 98 Paved parking, HSG B 3,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 103HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 16,559 98 Paved parking, HSG B 3,004 69 50-75% Grass cover, Fair, HSG B 19,563 94 Weighted Average 3,004 15.36% Pervious Area 16,559 84.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 104HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,742 98 Paved parking, HSG B 1,416 69 50-75% Grass cover, Fair, HSG B 10,158 94 Weighted Average 1,416 13.94% Pervious Area 8,742 86.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 105HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) Runoff = 1.11 cfs @ 12.26 hrs, Volume= 0.114 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,742 98 Paved parking, HSG B 16,661 69 50-75% Grass cover, Fair, HSG B 25,403 79 Weighted Average 16,661 65.59% Pervious Area 8,742 34.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 30 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 18.8 150 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 106HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.025 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,895 98 Paved parking, HSG B 888 69 50-75% Grass cover, Fair, HSG B 3,783 91 Weighted Average 888 23.47% Pervious Area 2,895 76.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 107HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.50 cfs @ 12.08 hrs, Volume= 0.036 af, Depth= 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,573 98 Paved parking, HSG B 3,146 69 50-75% Grass cover, Fair, HSG B 6,719 84 Weighted Average 3,146 46.82% Pervious Area 3,573 53.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 108HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Western Wetland Runoff = 0.95 cfs @ 12.12 hrs, Volume= 0.078 af, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,369 69 50-75% Grass cover, Fair, HSG B 18,350 60 Woods, Fair, HSG B 32,719 64 Weighted Average 32,719 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 70 0.0430 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.3 140 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 109HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,076 98 Paved parking, HSG B 1,883 69 50-75% Grass cover, Fair, HSG B 5,959 89 Weighted Average 1,883 31.60% Pervious Area 4,076 68.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 110HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,817 98 Paved parking, HSG B 906 69 50-75% Grass cover, Fair, HSG B 8,723 95 Weighted Average 906 10.39% Pervious Area 7,817 89.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 111HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.94 cfs @ 12.07 hrs, Volume= 0.069 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,707 98 Paved parking, HSG B 2,632 69 50-75% Grass cover, Fair, HSG B 10,339 91 Weighted Average 2,632 25.46% Pervious Area 7,707 74.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 112HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 11,593 98 Paved parking, HSG B 3,101 69 50-75% Grass cover, Fair, HSG B 14,694 92 Weighted Average 3,101 21.10% Pervious Area 11,593 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 113HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area Runoff = 0.58 cfs @ 12.30 hrs, Volume= 0.063 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,895 98 Water Surface, HSG B 6,811 69 50-75% Grass cover, Fair, HSG B 12,706 82 Weighted Average 6,811 53.60% Pervious Area 5,895 46.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 100 0.0050 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.5 73 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.6 111 0.0270 1.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.6 284 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 114HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Infiltration Basin 1 Runoff = 1.01 cfs @ 12.20 hrs, Volume= 0.094 af, Depth= 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 16,076 69 50-75% Grass cover, Fair, HSG B 6,412 98 Water Surface, HSG B 22,488 77 Weighted Average 16,076 71.49% Pervious Area 6,412 28.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.3 160 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 115HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Infiltration Basin 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.08 hrs, Volume= 0.091 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,071 69 50-75% Grass cover, Fair, HSG B 8,781 98 Water Surface, HSG B 818 60 Woods, Fair, HSG B 17,670 83 Weighted Average 8,889 50.31% Pervious Area 8,781 49.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 116HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,233 98 Paved parking, HSG B 4,965 69 50-75% Grass cover, Fair, HSG B 12,198 86 Weighted Average 4,965 40.70% Pervious Area 7,233 59.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 117HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 2.41 cfs @ 12.07 hrs, Volume= 0.194 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 23,910 98 Roofs, HSG B 23,910 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 118HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,131 98 Paved parking, HSG B 4,374 69 50-75% Grass cover, Fair, HSG B 11,505 87 Weighted Average 4,374 38.02% Pervious Area 7,131 61.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 119HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,588 98 Paved parking, HSG B 2,165 69 50-75% Grass cover, Fair, HSG B 10,753 92 Weighted Average 2,165 20.13% Pervious Area 8,588 79.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 120HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,117 98 Paved parking, HSG B 1,122 69 50-75% Grass cover, Fair, HSG B 7,239 94 Weighted Average 1,122 15.50% Pervious Area 6,117 84.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 121HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) Runoff = 0.93 cfs @ 12.20 hrs, Volume= 0.087 af, Depth= 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,056 98 Paved parking, HSG B 14,658 69 50-75% Grass cover, Fair, HSG B 20,714 77 Weighted Average 14,658 70.76% Pervious Area 6,056 29.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 34 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 32 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.1 166 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 122HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,023 98 Paved parking, HSG B 3,374 69 50-75% Grass cover, Fair, HSG B 10,397 89 Weighted Average 3,374 32.45% Pervious Area 7,023 67.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 123HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Southwest Field Runoff = 0.75 cfs @ 12.25 hrs, Volume= 0.078 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 311 98 Paved parking, HSG B 25,380 69 50-75% Grass cover, Fair, HSG B 25,691 69 Weighted Average 25,380 98.79% Pervious Area 311 1.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.9 162 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.1 262 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 124HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,234 98 Paved parking, HSG B 529 69 50-75% Grass cover, Fair, HSG B 2,763 92 Weighted Average 529 19.15% Pervious Area 2,234 80.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 125HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,620 98 Paved parking, HSG B 632 69 50-75% Grass cover, Fair, HSG B 4,252 94 Weighted Average 632 14.86% Pervious Area 3,620 85.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 126HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,414 98 Paved parking, HSG B 1,415 69 50-75% Grass cover, Fair, HSG B 3,829 87 Weighted Average 1,415 36.95% Pervious Area 2,414 63.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 127HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,814 98 Paved parking, HSG B 3,664 69 50-75% Grass cover, Fair, HSG B 10,478 88 Weighted Average 3,664 34.97% Pervious Area 6,814 65.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 128HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,897 98 Paved parking, HSG B 6,940 69 50-75% Grass cover, Fair, HSG B 13,837 83 Weighted Average 6,940 50.16% Pervious Area 6,897 49.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 129HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af, Depth= 2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 856 98 Paved parking, HSG B 2,733 69 50-75% Grass cover, Fair, HSG B 3,589 76 Weighted Average 2,733 76.15% Pervious Area 856 23.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 130HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: Northwest Field Runoff = 0.49 cfs @ 12.23 hrs, Volume= 0.050 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 15,714 69 50-75% Grass cover, Fair, HSG B 691 60 Woods, Fair, HSG B 16,405 69 Weighted Average 16,405 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.3 98 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.5 198 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 131HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.030 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,519 98 Paved parking, HSG B 1,048 69 50-75% Grass cover, Fair, HSG B 4,567 91 Weighted Average 1,048 22.95% Pervious Area 3,519 77.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 132HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.738 ac, 69.28% Impervious, Inflow Depth = 2.19" for 10-Year event Inflow = 4.07 cfs @ 12.23 hrs, Volume= 0.501 af Outflow = 4.07 cfs @ 12.23 hrs, Volume= 0.501 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 133HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.332 ac, 48.80% Impervious, Inflow Depth = 1.94" for 10-Year event Inflow = 12.07 cfs @ 12.10 hrs, Volume= 1.183 af Outflow = 12.07 cfs @ 12.10 hrs, Volume= 1.183 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 134HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [79] Warning: Submerged Pond DMH-P1 Primary device # 1 OUTLET by 0.65' [81] Warning: Exceeded Pond DMH-P2 by 1.15' @ 12.35 hrs Inflow Area = 2.256 ac, 80.48% Impervious, Inflow Depth = 3.63" for 10-Year event Inflow = 8.35 cfs @ 12.07 hrs, Volume= 0.683 af Outflow = 3.62 cfs @ 12.30 hrs, Volume= 0.680 af, Atten= 57%, Lag= 13.9 min Discarded = 0.21 cfs @ 12.30 hrs, Volume= 0.259 af Primary = 3.41 cfs @ 12.30 hrs, Volume= 0.421 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.22' @ 12.30 hrs Surf.Area= 4,710 sf Storage= 7,842 cf Flood Elev= 119.50' Surf.Area= 5,895 sf Storage= 11,962 cf Plug-Flow detention time= 97.7 min calculated for 0.679 af (99% of inflow) Center-of-Mass det. time= 94.8 min ( 870.1 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 113.99' 11,962 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,609 262.0 20.0 5 5 2,988 115.99 2,609 262.0 20.0 1,038 1,044 3,509 116.00 656 195.0 100.0 15 1,059 5,946 117.00 3,441 280.0 100.0 1,866 2,925 9,167 118.00 4,397 288.0 100.0 3,909 6,835 9,627 119.00 5,895 403.0 100.0 5,128 11,962 15,960 Device Routing Invert Outlet Devices #1 Primary 116.42'12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.42' / 116.06' S= 0.0124 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 116.87'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 118.91'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 118.95'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 135HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.21 cfs @ 12.30 hrs HW=118.22' (Free Discharge) 4=Exfiltration ( Controls 0.21 cfs) Primary OutFlow Max=3.40 cfs @ 12.30 hrs HW=118.22' (Free Discharge) 1=Culvert (Inlet Controls 3.40 cfs @ 4.34 fps) 2=Orifice/Grate (Passes 3.40 cfs of 6.98 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 136HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BioRetention Basin 2 [58] Hint: Peaked 0.46' above defined flood level Inflow Area = 0.414 ac, 61.09% Impervious, Inflow Depth = 3.07" for 10-Year event Inflow = 1.48 cfs @ 12.07 hrs, Volume= 0.106 af Outflow = 0.63 cfs @ 12.32 hrs, Volume= 0.106 af, Atten= 57%, Lag= 14.7 min Discarded = 0.10 cfs @ 12.32 hrs, Volume= 0.093 af Primary = 0.53 cfs @ 12.32 hrs, Volume= 0.013 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.96' @ 12.32 hrs Surf.Area= 935 sf Storage= 1,602 cf Flood Elev= 119.50' Surf.Area= 561 sf Storage= 1,258 cf Plug-Flow detention time= 146.1 min calculated for 0.106 af (100% of inflow) Center-of-Mass det. time= 145.9 min ( 950.4 - 804.5 ) Volume Invert Avail.Storage Storage Description #1 116.99' 3,867 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.99 2,649 270.0 0.0 0 0 2,649 117.00 2,609 262.0 20.0 5 5 2,988 118.99 2,609 262.0 20.0 1,038 1,044 3,509 119.00 265 83.0 100.0 12 1,056 8,423 120.00 968 195.0 100.0 580 1,636 10,905 121.00 1,683 215.0 100.0 1,309 2,945 11,589 121.50 2,012 225.0 100.0 923 3,867 11,956 Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 176.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.44' / 116.30' S= 0.0008 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 119.89'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 116.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 121.40'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 137HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.10 cfs @ 12.32 hrs HW=119.96' (Free Discharge) 3=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.47 cfs @ 12.32 hrs HW=119.96' (Free Discharge) 1=Culvert (Passes 0.47 cfs of 3.77 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.47 cfs @ 0.86 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=116.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 138HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.137 ac, 68.40% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.67' @ 12.07 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.50 cfs @ 12.07 hrs HW=121.65' (Free Discharge) 1=Culvert (Barrel Controls 0.50 cfs @ 1.93 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 139HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [81] Warning: Exceeded Pond CB-A by 0.45' @ 12.05 hrs Inflow Area = 0.337 ac, 81.00% Impervious, Inflow Depth = 3.64" for 10-Year event Inflow = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af Outflow = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 122.16' @ 12.07 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=1.32 cfs @ 12.07 hrs HW=122.09' (Free Discharge) 1=Culvert (Barrel Controls 1.32 cfs @ 3.77 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 140HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.247 ac, 79.87% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.16' @ 12.07 hrs Flood Elev= 119.84' Device Routing Invert Outlet Devices #1 Primary 117.49'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.49' / 117.25' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.96 cfs @ 12.07 hrs HW=118.14' (Free Discharge) 1=Culvert (Barrel Controls 0.96 cfs @ 2.51 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 141HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 - INVERTS NA Inflow Area = 0.063 ac, 80.85% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af Outflow = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.60' @ 12.07 hrs Flood Elev= 119.70' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.25 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Barrel Controls 0.25 cfs @ 1.88 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 142HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.088 ac, 63.05% Impervious, Inflow Depth = 3.07" for 10-Year event Inflow = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af Outflow = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.88' @ 12.07 hrs Flood Elev= 121.17' Device Routing Invert Outlet Devices #1 Primary 118.57'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.57' / 118.29' S= 0.0093 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.30 cfs @ 12.07 hrs HW=118.88' (Free Discharge) 1=Culvert (Inlet Controls 0.30 cfs @ 1.49 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 143HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.421 ac, 84.38% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.82' @ 12.07 hrs Flood Elev= 122.34' Device Routing Invert Outlet Devices #1 Primary 119.88'12.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.88' / 119.45' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=120.80' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 2.89 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 144HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.389 ac, 91.90% Impervious, Inflow Depth = 4.01" for 10-Year event Inflow = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af Outflow = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af, Atten= 0%, Lag= 0.0 min Primary = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.05' @ 12.07 hrs Flood Elev= 121.27' Device Routing Invert Outlet Devices #1 Primary 119.05'12.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.05' / 118.78' S= 0.0023 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.62 cfs @ 12.07 hrs HW=120.02' (Free Discharge) 1=Culvert (Barrel Controls 1.62 cfs @ 2.63 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 145HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.082 ac, 23.85% Impervious, Inflow Depth = 2.11" for 10-Year event Inflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af Outflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.87' @ 12.08 hrs Flood Elev= 120.17' Device Routing Invert Outlet Devices #1 Primary 117.62'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.62' / 117.41' S= 0.0084 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.08 hrs HW=117.86' (Free Discharge) 1=Culvert (Inlet Controls 0.20 cfs @ 1.33 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 146HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.449 ac, 84.64% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af Outflow = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.93' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 117.00'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.55' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.81 cfs @ 12.07 hrs HW=117.91' (Free Discharge) 1=Culvert (Barrel Controls 1.81 cfs @ 3.19 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 147HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.098 ac, 85.14% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af Outflow = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.62' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.22'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.22' / 118.08' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.07 hrs HW=118.61' (Free Discharge) 1=Culvert (Barrel Controls 0.39 cfs @ 2.08 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 148HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.166 ac, 84.50% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.47' @ 12.07 hrs Flood Elev= 119.31' Device Routing Invert Outlet Devices #1 Primary 116.96'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.96' / 116.63' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.67 cfs @ 12.07 hrs HW=117.46' (Free Discharge) 1=Culvert (Barrel Controls 0.67 cfs @ 2.48 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 149HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.233 ac, 86.06% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af Outflow = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.61' @ 12.07 hrs Flood Elev= 119.38' Device Routing Invert Outlet Devices #1 Primary 117.03'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.03' / 116.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Inlet Controls 0.94 cfs @ 2.03 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 150HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.476 ac, 29.24% Impervious, Inflow Depth = 2.19" for 10-Year event Inflow = 0.93 cfs @ 12.20 hrs, Volume= 0.087 af Outflow = 0.93 cfs @ 12.20 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Primary = 0.93 cfs @ 12.20 hrs, Volume= 0.087 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.65' @ 12.20 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.06'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.06' / 116.68' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.93 cfs @ 12.20 hrs HW=117.65' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.80 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 151HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.583 ac, 34.41% Impervious, Inflow Depth = 2.35" for 10-Year event Inflow = 1.11 cfs @ 12.26 hrs, Volume= 0.114 af Outflow = 1.11 cfs @ 12.26 hrs, Volume= 0.114 af, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 12.26 hrs, Volume= 0.114 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.26 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.05'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.05' / 116.61' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.10 cfs @ 12.26 hrs HW=117.71' (Free Discharge) 1=Culvert (Barrel Controls 1.10 cfs @ 2.83 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 152HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 - INVERTS NA Inflow Area = 0.590 ac, 1.21% Impervious, Inflow Depth = 1.58" for 10-Year event Inflow = 0.75 cfs @ 12.25 hrs, Volume= 0.078 af Outflow = 0.75 cfs @ 12.25 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 0.75 cfs @ 12.25 hrs, Volume= 0.078 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.81' @ 12.25 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.75 cfs @ 12.25 hrs HW=117.81' (Free Discharge) 1=Culvert (Barrel Controls 0.75 cfs @ 2.72 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 153HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.205 ac, 84.65% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.40' @ 12.07 hrs Flood Elev= 122.23' Device Routing Invert Outlet Devices #1 Primary 119.85'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.85' / 119.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.83 cfs @ 12.07 hrs HW=120.38' (Free Discharge) 1=Culvert (Barrel Controls 0.83 cfs @ 2.81 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 154HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.241 ac, 65.03% Impervious, Inflow Depth = 3.17" for 10-Year event Inflow = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af Outflow = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.40' @ 12.07 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.85 cfs @ 12.07 hrs HW=114.39' (Free Discharge) 1=Culvert (Inlet Controls 0.85 cfs @ 2.85 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 155HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 49.84% Impervious, Inflow Depth = 2.70" for 10-Year event Inflow = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af Outflow = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.79' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.97 cfs @ 12.08 hrs HW=114.78' (Free Discharge) 1=Culvert (Barrel Controls 0.97 cfs @ 4.14 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 156HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.239 ac, 67.55% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.20' @ 12.07 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.86 cfs @ 12.07 hrs HW=116.19' (Free Discharge) 1=Culvert (Inlet Controls 0.86 cfs @ 2.86 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 157HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.98% Impervious, Inflow Depth = 3.07" for 10-Year event Inflow = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af Outflow = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.38' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.91 cfs @ 12.07 hrs HW=117.37' (Free Discharge) 1=Culvert (Inlet Controls 0.91 cfs @ 2.90 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 158HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.337 ac, 78.90% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af Outflow = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.77' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.31 cfs @ 12.07 hrs HW=119.76' (Free Discharge) 1=Culvert (Inlet Controls 1.31 cfs @ 3.24 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 159HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.280 ac, 59.30% Impervious, Inflow Depth = 2.98" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.66' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=119.65' (Free Discharge) 1=Culvert (Inlet Controls 0.94 cfs @ 2.93 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 160HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 [81] Warning: Exceeded Pond CB1 by 0.13' @ 12.05 hrs [79] Warning: Submerged Pond CB2 Primary device # 1 INLET by 0.23' [79] Warning: Submerged Pond DMH2 Primary device # 1 OUTLET by 1.17' Inflow Area = 2.667 ac, 66.55% Impervious, Inflow Depth = 2.80" for 10-Year event Inflow = 8.37 cfs @ 12.07 hrs, Volume= 0.621 af Outflow = 8.37 cfs @ 12.07 hrs, Volume= 0.621 af, Atten= 0%, Lag= 0.0 min Primary = 8.37 cfs @ 12.07 hrs, Volume= 0.621 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.55' @ 12.07 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=8.06 cfs @ 12.07 hrs HW=114.51' (Free Discharge) 1=Culvert (Inlet Controls 8.06 cfs @ 4.89 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 161HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY [79] Warning: Submerged Pond CB-P13 Primary device # 1 OUTLET by 0.12' [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 0.52' [79] Warning: Submerged Pond CB-P`14 Primary device # 1 OUTLET by 0.12' Inflow Area = 1.015 ac, 87.32% Impervious, Inflow Depth = 3.83" for 10-Year event Inflow = 4.26 cfs @ 12.07 hrs, Volume= 0.324 af Outflow = 4.26 cfs @ 12.07 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 min Primary = 4.26 cfs @ 12.07 hrs, Volume= 0.324 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.59' @ 12.07 hrs Flood Elev= 123.32' Device Routing Invert Outlet Devices #1 Primary 118.36'18.0" Round Culvert - Inverts NA L= 202.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.36' / 117.57' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.11 cfs @ 12.07 hrs HW=119.56' (Free Discharge) 1=Culvert - Inverts NA (Barrel Controls 4.11 cfs @ 3.71 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 162HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.45' [81] Warning: Exceeded Pond DMH-P9 by 0.02' @ 12.05 hrs Inflow Area = 0.599 ac, 79.54% Impervious, Inflow Depth = 3.59" for 10-Year event Inflow = 2.41 cfs @ 12.07 hrs, Volume= 0.179 af Outflow = 2.41 cfs @ 12.07 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary = 2.41 cfs @ 12.07 hrs, Volume= 0.179 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.42' @ 12.07 hrs Flood Elev= 120.88' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 116.43' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.32 cfs @ 12.07 hrs HW=117.41' (Free Discharge) 1=Culvert (Barrel Controls 2.32 cfs @ 2.59 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 163HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [81] Warning: Exceeded Pond DMH-1 by 0.97' @ 12.60 hrs [81] Warning: Exceeded Pond IB2 by 3.01' @ 8.85 hrs Inflow Area = 4.799 ac, 55.21% Impervious, Inflow Depth = 2.07" for 10-Year event Inflow = 8.40 cfs @ 12.08 hrs, Volume= 0.826 af Outflow = 8.40 cfs @ 12.08 hrs, Volume= 0.826 af, Atten= 0%, Lag= 0.0 min Primary = 8.40 cfs @ 12.08 hrs, Volume= 0.826 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.28' @ 12.08 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 113.92'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.92' / 108.58' S= 0.0518 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=8.18 cfs @ 12.08 hrs HW=115.26' (Free Discharge) 1=Culvert (Inlet Controls 8.18 cfs @ 4.92 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 164HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.082 ac, 23.85% Impervious, Inflow Depth = 2.11" for 10-Year event Inflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af Outflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.14' @ 12.08 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.93'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.93' / 116.50' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.20 cfs @ 12.08 hrs HW=117.14' (Free Discharge) 1=Culvert (Barrel Controls 0.20 cfs @ 1.71 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 165HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.12' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.09' Inflow Area = 0.682 ac, 85.13% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 2.85 cfs @ 12.07 hrs, Volume= 0.215 af Outflow = 2.85 cfs @ 12.07 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.0 min Primary = 2.85 cfs @ 12.07 hrs, Volume= 0.215 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.13' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.25'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.25' / 115.81' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.75 cfs @ 12.07 hrs HW=117.11' (Free Discharge) 1=Culvert (Barrel Controls 2.75 cfs @ 3.12 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 166HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 OUTLET by 0.08' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.44' Inflow Area = 1.265 ac, 61.76% Impervious, Inflow Depth = 3.12" for 10-Year event Inflow = 3.43 cfs @ 12.08 hrs, Volume= 0.330 af Outflow = 3.43 cfs @ 12.08 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.0 min Primary = 3.43 cfs @ 12.08 hrs, Volume= 0.330 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.69' @ 12.08 hrs Flood Elev= 120.46' Device Routing Invert Outlet Devices #1 Primary 115.78'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.78' / 115.16' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.36 cfs @ 12.08 hrs HW=116.68' (Free Discharge) 1=Culvert (Barrel Controls 3.36 cfs @ 3.60 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 167HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond DMH-P7 Primary device # 1 INLET by 0.29' Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 2.52" for 10-Year event Inflow = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af Outflow = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af, Atten= 0%, Lag= 0.0 min Primary = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.88' @ 12.10 hrs Flood Elev= 119.68' Device Routing Invert Outlet Devices #1 Primary 114.88'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.88' / 114.31' S= 0.0037 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.67 cfs @ 12.10 hrs HW=115.87' (Free Discharge) 1=Culvert (Barrel Controls 3.67 cfs @ 3.45 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 168HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.39' Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 2.52" for 10-Year event Inflow = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af Outflow = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af, Atten= 0%, Lag= 0.0 min Primary = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.52' @ 12.10 hrs Flood Elev= 120.49' Device Routing Invert Outlet Devices #1 Primary 115.59'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.59' / 114.80' S= 0.0071 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.67 cfs @ 12.10 hrs HW=116.51' (Free Discharge) 1=Culvert (Inlet Controls 3.67 cfs @ 2.59 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 169HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 OUTLET by 0.37' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.52' Inflow Area = 1.074 ac, 57.27% Impervious, Inflow Depth = 2.97" for 10-Year event Inflow = 3.02 cfs @ 12.09 hrs, Volume= 0.266 af Outflow = 3.02 cfs @ 12.09 hrs, Volume= 0.266 af, Atten= 0%, Lag= 0.0 min Primary = 3.02 cfs @ 12.09 hrs, Volume= 0.266 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.05' @ 12.09 hrs Flood Elev= 120.78' Device Routing Invert Outlet Devices #1 Primary 116.13'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.13' / 115.84' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.96 cfs @ 12.09 hrs HW=117.04' (Free Discharge) 1=Culvert (Barrel Controls 2.96 cfs @ 3.13 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 170HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 OUTLET by 0.14' Inflow Area = 0.335 ac, 75.45% Impervious, Inflow Depth = 3.44" for 10-Year event Inflow = 1.31 cfs @ 12.07 hrs, Volume= 0.096 af Outflow = 1.31 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.31 cfs @ 12.07 hrs, Volume= 0.096 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.40' @ 12.07 hrs Flood Elev= 121.09' Device Routing Invert Outlet Devices #1 Primary 116.84'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.84' / 116.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.26 cfs @ 12.07 hrs HW=117.39' (Free Discharge) 1=Culvert (Barrel Controls 1.26 cfs @ 2.72 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 171HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [81] Warning: Exceeded Pond CB3 by 0.98' @ 12.05 hrs [79] Warning: Submerged Pond CB4 Primary device # 1 INLET by 0.28' [79] Warning: Submerged Pond DMH3 Primary device # 1 INLET by 0.90' Inflow Area = 2.108 ac, 69.24% Impervious, Inflow Depth = 2.77" for 10-Year event Inflow = 6.48 cfs @ 12.07 hrs, Volume= 0.486 af Outflow = 6.48 cfs @ 12.07 hrs, Volume= 0.486 af, Atten= 0%, Lag= 0.0 min Primary = 6.48 cfs @ 12.07 hrs, Volume= 0.486 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.27' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=6.24 cfs @ 12.07 hrs HW=117.15' (Free Discharge) 1=Culvert (Barrel Controls 6.24 cfs @ 5.08 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 172HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [79] Warning: Submerged Pond BIO2 Primary device # 1 INLET by 2.91' [79] Warning: Submerged Pond DMH4 Primary device # 1 INLET by 2.65' Inflow Area = 1.606 ac, 70.69% Impervious, Inflow Depth = 2.64" for 10-Year event Inflow = 4.64 cfs @ 12.07 hrs, Volume= 0.354 af Outflow = 4.64 cfs @ 12.07 hrs, Volume= 0.354 af, Atten= 0%, Lag= 0.0 min Primary = 4.64 cfs @ 12.07 hrs, Volume= 0.354 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.52' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.46 cfs @ 12.07 hrs HW=119.31' (Free Discharge) 1=Culvert (Barrel Controls 4.46 cfs @ 5.68 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 173HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [79] Warning: Submerged Pond CB6 Primary device # 1 INLET by 0.25' [79] Warning: Submerged Pond CB7 Primary device # 1 INLET by 0.25' [79] Warning: Submerged Pond DMH5 Primary device # 1 INLET by 0.06' Inflow Area = 1.192 ac, 74.02% Impervious, Inflow Depth = 3.43" for 10-Year event Inflow = 4.64 cfs @ 12.07 hrs, Volume= 0.341 af Outflow = 4.64 cfs @ 12.07 hrs, Volume= 0.341 af, Atten= 0%, Lag= 0.0 min Primary = 4.64 cfs @ 12.07 hrs, Volume= 0.341 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.07 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.46 cfs @ 12.07 hrs HW=119.40' (Free Discharge) 1=Culvert (Barrel Controls 4.46 cfs @ 5.68 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 174HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [79] Warning: Submerged Pond STC-450i Primary device # 1 INLET by 0.20' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Outflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.27' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.22 cfs @ 12.07 hrs HW=120.24' (Free Discharge) 1=Culvert (Inlet Controls 2.22 cfs @ 4.06 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 175HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 Inflow Area = 1.782 ac, 52.12% Impervious, Inflow Depth = 2.85" for 10-Year event Inflow = 4.14 cfs @ 12.10 hrs, Volume= 0.424 af Outflow = 3.57 cfs @ 12.20 hrs, Volume= 0.395 af, Atten= 14%, Lag= 6.2 min Discarded = 0.10 cfs @ 12.20 hrs, Volume= 0.124 af Primary = 3.47 cfs @ 12.20 hrs, Volume= 0.271 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.55' @ 12.20 hrs Surf.Area= 3,056 sf Storage= 4,127 cf Flood Elev= 116.25' Surf.Area= 6,530 sf Storage= 15,955 cf Plug-Flow detention time= 133.6 min calculated for 0.394 af (93% of inflow) Center-of-Mass det. time= 98.3 min ( 906.6 - 808.3 ) Volume Invert Avail.Storage Storage Description #1 111.00' 15,955 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 235 194.0 0 0 235 112.00 1,354 271.0 718 718 3,094 113.00 2,481 306.0 1,889 2,607 4,726 114.00 3,570 343.0 3,009 5,616 6,665 115.00 4,764 370.0 4,153 9,769 8,238 116.10 6,530 463.0 6,186 15,955 14,419 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Primary 112.98'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.98' / 111.86' S= 0.0448 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #4 Primary 112.96'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.96' / 111.86' S= 0.0440 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #5 Secondary 113.98'12.0" Round Culvert X 2.00 L= 51.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.93' / 113.98' S= -0.0010 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 176HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.10 cfs @ 12.20 hrs HW=113.55' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=3.46 cfs @ 12.20 hrs HW=113.55' (Free Discharge) 3=Culvert (Inlet Controls 1.67 cfs @ 2.27 fps) 4=Culvert (Inlet Controls 1.79 cfs @ 2.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 177HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 2.133 ac, 41.03% Impervious, Inflow Depth = 2.55" for 10-Year event Inflow = 4.96 cfs @ 12.09 hrs, Volume= 0.454 af Outflow = 2.18 cfs @ 12.43 hrs, Volume= 0.414 af, Atten= 56%, Lag= 20.7 min Discarded = 0.16 cfs @ 12.43 hrs, Volume= 0.201 af Primary = 1.75 cfs @ 12.43 hrs, Volume= 0.205 af Secondary = 0.27 cfs @ 12.43 hrs, Volume= 0.008 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.17' @ 12.43 hrs Surf.Area= 4,763 sf Storage= 7,276 cf Flood Elev= 116.25' Surf.Area= 8,706 sf Storage= 26,651 cf Plug-Flow detention time= 203.6 min calculated for 0.414 af (91% of inflow) Center-of-Mass det. time= 159.1 min ( 975.0 - 815.8 ) Volume Invert Avail.Storage Storage Description #1 111.00' 26,651 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 1,929 198.0 0 0 1,929 112.00 3,283 246.0 2,576 2,576 3,639 113.00 4,572 325.0 3,910 6,486 7,240 114.00 5,759 373.0 5,154 11,640 9,929 115.00 7,019 407.0 6,379 18,019 12,075 116.10 8,706 453.0 8,632 26,651 15,259 Device Routing Invert Outlet Devices #1 Primary 112.06'12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.06' / 110.94' S= 0.0249 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 112.45'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 115.03'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 112.95'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.95' / 111.82' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #6 Tertiary 116.02'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 178HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.16 cfs @ 12.43 hrs HW=113.17' (Free Discharge) 4=Exfiltration ( Controls 0.16 cfs) Primary OutFlow Max=1.74 cfs @ 12.43 hrs HW=113.17' (Free Discharge) 1=Culvert (Passes 1.74 cfs of 2.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.74 cfs @ 2.89 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.26 cfs @ 12.43 hrs HW=113.17' (Free Discharge) 5=Culvert (Inlet Controls 0.26 cfs @ 1.40 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 179HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [79] Warning: Submerged Pond CB-B Primary device # 1 INLET by 0.06' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Outflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.02' @ 12.07 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.22 cfs @ 12.07 hrs HW=120.99' (Free Discharge) 1=Culvert (Barrel Controls 2.22 cfs @ 4.51 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 180HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond DMH-P5 Primary device # 1 OUTLET by 0.58' Inflow Area = 1.265 ac, 61.76% Impervious, Inflow Depth = 3.12" for 10-Year event Inflow = 3.43 cfs @ 12.08 hrs, Volume= 0.330 af Outflow = 3.43 cfs @ 12.08 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.0 min Primary = 3.43 cfs @ 12.08 hrs, Volume= 0.330 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.75' @ 12.08 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.75'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.75' / 114.50' S= 0.0032 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.36 cfs @ 12.08 hrs HW=115.74' (Free Discharge) 1=Culvert (Barrel Controls 3.36 cfs @ 3.17 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 181HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [81] Warning: Exceeded Pond DMH-P6 by 0.92' @ 0.50 hrs Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 2.52" for 10-Year event Inflow = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af Outflow = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af, Atten= 0%, Lag= 0.0 min Primary = 3.69 cfs @ 12.10 hrs, Volume= 0.362 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.73' @ 12.10 hrs Flood Elev= 120.93' Device Routing Invert Outlet Devices #1 Primary 115.80'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.80' / 113.89' S= 0.0503 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.67 cfs @ 12.10 hrs HW=116.72' (Free Discharge) 1=Culvert (Inlet Controls 3.67 cfs @ 2.59 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 182HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=18,321 sf 84.38% Impervious Runoff Depth=6.85"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=93 Runoff=3.11 cfs 0.240 af Runoff Area=18,023 sf 61.09% Impervious Runoff Depth=6.14"Subcatchment 2S: Bldg 1 Driveway Tc=5.0 min CN=87 Runoff=2.86 cfs 0.212 af Runoff Area=8,942 sf 84.65% Impervious Runoff Depth=6.96"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=1.53 cfs 0.119 af Runoff Area=16,953 sf 91.90% Impervious Runoff Depth=7.20"Subcatchment 4S: East Parking Lot Tc=5.0 min CN=96 Runoff=2.93 cfs 0.234 af Runoff Area=3,361 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 5S: East Parking Lot Tc=5.0 min CN=98 Runoff=0.59 cfs 0.048 af Runoff Area=19,563 sf 84.64% Impervious Runoff Depth=6.96"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=94 Runoff=3.34 cfs 0.261 af Runoff Area=10,158 sf 86.06% Impervious Runoff Depth=6.96"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=1.73 cfs 0.135 af Runoff Area=25,403 sf 34.41% Impervious Runoff Depth=5.21"Subcatchment 8S: Central Parking (N-W-1) Flow Length=150' Tc=18.8 min CN=79 Runoff=2.44 cfs 0.253 af Runoff Area=3,783 sf 76.53% Impervious Runoff Depth=6.61"Subcatchment 10S: North Driveway Tc=5.0 min CN=91 Runoff=0.63 cfs 0.048 af Runoff Area=6,719 sf 53.18% Impervious Runoff Depth=5.79"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=84 Runoff=1.02 cfs 0.074 af Runoff Area=32,719 sf 0.00% Impervious Runoff Depth=3.53"Subcatchment 12S: Western Wetland Flow Length=140' Tc=7.3 min CN=64 Runoff=2.91 cfs 0.221 af Runoff Area=5,959 sf 68.40% Impervious Runoff Depth=6.37"Subcatchment 15S: Area 15 Tc=5.0 min CN=89 Runoff=0.97 cfs 0.073 af Runoff Area=8,723 sf 89.61% Impervious Runoff Depth=7.08"Subcatchment 16S: Area 16 Tc=5.0 min CN=95 Runoff=1.50 cfs 0.118 af Runoff Area=10,339 sf 74.54% Impervious Runoff Depth=6.61"Subcatchment 17S: Area 17 Tc=5.0 min CN=91 Runoff=1.72 cfs 0.131 af Runoff Area=14,694 sf 78.90% Impervious Runoff Depth=6.73"Subcatchment 18S: Area 18 Tc=5.0 min CN=92 Runoff=2.47 cfs 0.189 af Runoff Area=12,706 sf 46.40% Impervious Runoff Depth=5.56"Subcatchment 19S: BioRetention Basin Flow Length=284' Tc=21.6 min CN=82 Runoff=1.22 cfs 0.135 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 183HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=22,488 sf 28.51% Impervious Runoff Depth=4.98"Subcatchment 20S: Infiltration Basin 1 Flow Length=160' Tc=14.3 min CN=77 Runoff=2.30 cfs 0.214 af Runoff Area=17,670 sf 49.69% Impervious Runoff Depth=5.67"Subcatchment 21S: Infiltration Basin 2 Tc=5.0 min CN=83 Runoff=2.65 cfs 0.192 af Runoff Area=12,198 sf 59.30% Impervious Runoff Depth=6.02"Subcatchment 22S: Area 19 Tc=5.0 min CN=86 Runoff=1.91 cfs 0.141 af Runoff Area=23,910 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=4.16 cfs 0.340 af Runoff Area=11,505 sf 61.98% Impervious Runoff Depth=6.14"Subcatchment 24S: Area 20 Tc=5.0 min CN=87 Runoff=1.83 cfs 0.135 af Runoff Area=10,753 sf 79.87% Impervious Runoff Depth=6.73"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=92 Runoff=1.81 cfs 0.138 af Runoff Area=7,239 sf 84.50% Impervious Runoff Depth=6.96"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=1.24 cfs 0.096 af Runoff Area=20,714 sf 29.24% Impervious Runoff Depth=4.98"Subcatchment 27S: Central Parking Flow Length=166' Tc=14.1 min CN=77 Runoff=2.13 cfs 0.197 af Runoff Area=10,397 sf 67.55% Impervious Runoff Depth=6.37"Subcatchment 28S: Area 21 Tc=5.0 min CN=89 Runoff=1.69 cfs 0.127 af Runoff Area=25,691 sf 1.21% Impervious Runoff Depth=4.08"Subcatchment 29S: Southwest Field Flow Length=262' Slope=0.0100 '/' Tc=17.1 min CN=69 Runoff=2.01 cfs 0.200 af Runoff Area=2,763 sf 80.85% Impervious Runoff Depth=6.73"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=92 Runoff=0.46 cfs 0.036 af Runoff Area=4,252 sf 85.14% Impervious Runoff Depth=6.96"Subcatchment 31S: South Driveway Tc=5.0 min CN=94 Runoff=0.73 cfs 0.057 af Runoff Area=3,829 sf 63.05% Impervious Runoff Depth=6.14"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=87 Runoff=0.61 cfs 0.045 af Runoff Area=10,478 sf 65.03% Impervious Runoff Depth=6.26"Subcatchment 33S: Area 22 Tc=5.0 min CN=88 Runoff=1.69 cfs 0.125 af Runoff Area=13,837 sf 49.84% Impervious Runoff Depth=5.67"Subcatchment 34S: Area 23 Tc=5.0 min CN=83 Runoff=2.07 cfs 0.150 af Runoff Area=3,589 sf 23.85% Impervious Runoff Depth=4.87"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=76 Runoff=0.47 cfs 0.033 af Runoff Area=16,405 sf 0.00% Impervious Runoff Depth=4.08"Subcatchment 75S: Northwest Field Flow Length=198' Slope=0.0100 '/' Tc=15.5 min CN=69 Runoff=1.34 cfs 0.128 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 184HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=4,567 sf 77.05% Impervious Runoff Depth=6.61"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=91 Runoff=0.76 cfs 0.058 af Inflow=12.42 cfs 1.140 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=12.42 cfs 1.140 af Inflow=32.85 cfs 2.866 afReach 72R: Design Point 1 - Western Wetland Area Outflow=32.85 cfs 2.866 af Peak Elev=119.02' Storage=11,962 cf Inflow=15.08 cfs 1.272 afPond BIO1: BioRetention Basin 1 Discarded=0.26 cfs 0.308 af Primary=4.32 cfs 0.877 af Secondary=6.35 cfs 0.077 af Outflow=10.95 cfs 1.261 af Peak Elev=120.11' Storage=1,747 cf Inflow=2.86 cfs 0.212 afPond BIO2: BioRetention Basin 2 Discarded=0.10 cfs 0.123 af Primary=2.72 cfs 0.088 af Secondary=0.00 cfs 0.000 af Outflow=2.82 cfs 0.212 af Peak Elev=122.23' Inflow=0.97 cfs 0.073 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.97 cfs 0.073 af Peak Elev=124.64' Inflow=2.47 cfs 0.191 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.47 cfs 0.191 af Peak Elev=118.47' Inflow=1.81 cfs 0.138 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0034 '/' Outflow=1.81 cfs 0.138 af Peak Elev=117.72' Inflow=0.46 cfs 0.036 afPond CB-P10: CB-P10 - INVERTS NA 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.46 cfs 0.036 af Peak Elev=119.02' Inflow=0.61 cfs 0.045 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0093 '/' Outflow=0.61 cfs 0.045 af Peak Elev=121.88' Inflow=3.11 cfs 0.240 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=127.0' S=0.0034 '/' Outflow=3.11 cfs 0.240 af Peak Elev=120.99' Inflow=2.93 cfs 0.234 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=117.0' S=0.0023 '/' Outflow=2.93 cfs 0.234 af Peak Elev=118.01' Inflow=0.47 cfs 0.033 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0084 '/' Outflow=0.47 cfs 0.033 af Peak Elev=118.91' Inflow=3.34 cfs 0.261 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0048 '/' Outflow=3.34 cfs 0.261 af Peak Elev=118.76' Inflow=0.73 cfs 0.057 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0047 '/' Outflow=0.73 cfs 0.057 af Peak Elev=117.68' Inflow=1.24 cfs 0.096 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0047 '/' Outflow=1.24 cfs 0.096 af Peak Elev=117.87' Inflow=1.73 cfs 0.135 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0062 '/' Outflow=1.73 cfs 0.135 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 185HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=118.07' Inflow=2.13 cfs 0.197 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0055 '/' Outflow=2.13 cfs 0.197 af Peak Elev=118.22' Inflow=2.44 cfs 0.253 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0047 '/' Outflow=2.44 cfs 0.253 af Peak Elev=118.25' Inflow=2.01 cfs 0.200 afPond CB-P9: CB-P9 - INVERTS NA 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=2.01 cfs 0.200 af Peak Elev=120.63' Inflow=1.53 cfs 0.119 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=64.0' S=0.0062 '/' Outflow=1.53 cfs 0.119 af Peak Elev=114.62' Inflow=1.69 cfs 0.125 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.69 cfs 0.125 af Peak Elev=115.11' Inflow=2.07 cfs 0.150 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=2.07 cfs 0.150 af Peak Elev=116.43' Inflow=1.69 cfs 0.127 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.69 cfs 0.127 af Peak Elev=117.62' Inflow=1.83 cfs 0.135 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.83 cfs 0.135 af Peak Elev=120.16' Inflow=2.47 cfs 0.189 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=2.47 cfs 0.189 af Peak Elev=119.93' Inflow=1.91 cfs 0.141 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.91 cfs 0.141 af Peak Elev=119.82' Inflow=18.45 cfs 1.277 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=18.45 cfs 1.277 af Peak Elev=120.65' Inflow=7.56 cfs 0.593 afPond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY 18.0" Round Culvert n=0.013 L=202.0' S=0.0039 '/' Outflow=7.56 cfs 0.593 af Peak Elev=117.76' Inflow=4.38 cfs 0.336 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0016 '/' Outflow=4.38 cfs 0.336 af Peak Elev=118.67' Inflow=21.33 cfs 1.794 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0518 '/' Outflow=21.33 cfs 1.794 af Peak Elev=117.25' Inflow=0.47 cfs 0.033 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0052 '/' Outflow=0.47 cfs 0.033 af Peak Elev=117.47' Inflow=5.08 cfs 0.396 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0034 '/' Outflow=5.08 cfs 0.396 af Peak Elev=117.09' Inflow=6.46 cfs 0.649 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0049 '/' Outflow=6.46 cfs 0.649 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 186HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=116.40' Inflow=7.60 cfs 0.770 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0037 '/' Outflow=7.60 cfs 0.770 af Peak Elev=117.01' Inflow=7.60 cfs 0.770 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0071 '/' Outflow=7.60 cfs 0.770 af Peak Elev=117.47' Inflow=5.84 cfs 0.534 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0035 '/' Outflow=5.84 cfs 0.534 af Peak Elev=117.62' Inflow=2.42 cfs 0.183 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=2.42 cfs 0.183 af Peak Elev=128.51' Inflow=14.64 cfs 1.001 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=14.64 cfs 1.001 af Peak Elev=135.47' Inflow=11.16 cfs 0.739 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=11.16 cfs 0.739 af Peak Elev=124.77' Inflow=8.57 cfs 0.651 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=8.57 cfs 0.651 af Peak Elev=125.27' Inflow=4.19 cfs 0.322 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=4.19 cfs 0.322 af Peak Elev=113.84' Storage=5,073 cf Inflow=8.19 cfs 0.863 afPond IB1: Infiltration Basin 1 s 0.142 af Primary=7.41 cfs 0.691 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=7.52 cfs 0.833 af Peak Elev=113.82' Storage=10,616 cf Inflow=10.15 cfs 0.962 afPond IB2: Infiltration Basin 2 s 0.234 af Primary=3.35 cfs 0.518 af Secondary=3.67 cfs 0.160 af Tertiary=0.00 cfs 0.000 af Outflow=7.22 cfs 0.912 af Peak Elev=123.10' Inflow=4.19 cfs 0.322 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=4.19 cfs 0.322 af Peak Elev=116.19' Inflow=6.46 cfs 0.649 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0032 '/' Outflow=6.46 cfs 0.649 af Peak Elev=117.22' Inflow=7.60 cfs 0.770 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0503 '/' Outflow=7.60 cfs 0.770 af Total Runoff Area = 10.070 ac Runoff Volume = 4.903 af Average Runoff Depth = 5.84" 45.63% Pervious = 4.595 ac 54.37% Impervious = 5.475 ac Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 187HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 15,460 98 Paved parking, HSG B 2,861 69 50-75% Grass cover, Fair, HSG B 18,321 93 Weighted Average 2,861 15.62% Pervious Area 15,460 84.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 188HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Bldg 1 Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 2.86 cfs @ 12.07 hrs, Volume= 0.212 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,012 69 50-75% Grass cover, Fair, HSG B 10,043 98 Paved parking, HSG B 968 98 Water Surface, HSG B 18,023 87 Weighted Average 7,012 38.91% Pervious Area 11,011 61.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 189HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,569 98 Paved parking, HSG B 1,373 69 50-75% Grass cover, Fair, HSG B 8,942 94 Weighted Average 1,373 15.35% Pervious Area 7,569 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 190HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af, Depth= 7.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 15,579 98 Paved parking, HSG B 1,374 69 50-75% Grass cover, Fair, HSG B 16,953 96 Weighted Average 1,374 8.10% Pervious Area 15,579 91.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 191HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,361 98 Paved parking, HSG B 3,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 192HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 16,559 98 Paved parking, HSG B 3,004 69 50-75% Grass cover, Fair, HSG B 19,563 94 Weighted Average 3,004 15.36% Pervious Area 16,559 84.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 193HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,742 98 Paved parking, HSG B 1,416 69 50-75% Grass cover, Fair, HSG B 10,158 94 Weighted Average 1,416 13.94% Pervious Area 8,742 86.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 194HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) Runoff = 2.44 cfs @ 12.26 hrs, Volume= 0.253 af, Depth= 5.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,742 98 Paved parking, HSG B 16,661 69 50-75% Grass cover, Fair, HSG B 25,403 79 Weighted Average 16,661 65.59% Pervious Area 8,742 34.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 30 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 18.8 150 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 195HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,895 98 Paved parking, HSG B 888 69 50-75% Grass cover, Fair, HSG B 3,783 91 Weighted Average 888 23.47% Pervious Area 2,895 76.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 196HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.02 cfs @ 12.07 hrs, Volume= 0.074 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,573 98 Paved parking, HSG B 3,146 69 50-75% Grass cover, Fair, HSG B 6,719 84 Weighted Average 3,146 46.82% Pervious Area 3,573 53.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 197HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Western Wetland Runoff = 2.91 cfs @ 12.11 hrs, Volume= 0.221 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,369 69 50-75% Grass cover, Fair, HSG B 18,350 60 Woods, Fair, HSG B 32,719 64 Weighted Average 32,719 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 70 0.0430 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.3 140 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 198HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,076 98 Paved parking, HSG B 1,883 69 50-75% Grass cover, Fair, HSG B 5,959 89 Weighted Average 1,883 31.60% Pervious Area 4,076 68.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 199HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.50 cfs @ 12.07 hrs, Volume= 0.118 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,817 98 Paved parking, HSG B 906 69 50-75% Grass cover, Fair, HSG B 8,723 95 Weighted Average 906 10.39% Pervious Area 7,817 89.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 200HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.07 hrs, Volume= 0.131 af, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,707 98 Paved parking, HSG B 2,632 69 50-75% Grass cover, Fair, HSG B 10,339 91 Weighted Average 2,632 25.46% Pervious Area 7,707 74.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 201HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 11,593 98 Paved parking, HSG B 3,101 69 50-75% Grass cover, Fair, HSG B 14,694 92 Weighted Average 3,101 21.10% Pervious Area 11,593 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 202HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area Runoff = 1.22 cfs @ 12.29 hrs, Volume= 0.135 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,895 98 Water Surface, HSG B 6,811 69 50-75% Grass cover, Fair, HSG B 12,706 82 Weighted Average 6,811 53.60% Pervious Area 5,895 46.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 100 0.0050 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.5 73 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.6 111 0.0270 1.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.6 284 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 203HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Infiltration Basin 1 Runoff = 2.30 cfs @ 12.20 hrs, Volume= 0.214 af, Depth= 4.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 16,076 69 50-75% Grass cover, Fair, HSG B 6,412 98 Water Surface, HSG B 22,488 77 Weighted Average 16,076 71.49% Pervious Area 6,412 28.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.3 160 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 204HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Infiltration Basin 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.65 cfs @ 12.07 hrs, Volume= 0.192 af, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,071 69 50-75% Grass cover, Fair, HSG B 8,781 98 Water Surface, HSG B 818 60 Woods, Fair, HSG B 17,670 83 Weighted Average 8,889 50.31% Pervious Area 8,781 49.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 205HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af, Depth= 6.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,233 98 Paved parking, HSG B 4,965 69 50-75% Grass cover, Fair, HSG B 12,198 86 Weighted Average 4,965 40.70% Pervious Area 7,233 59.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 206HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 4.16 cfs @ 12.07 hrs, Volume= 0.340 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 23,910 98 Roofs, HSG B 23,910 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 207HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,131 98 Paved parking, HSG B 4,374 69 50-75% Grass cover, Fair, HSG B 11,505 87 Weighted Average 4,374 38.02% Pervious Area 7,131 61.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 208HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,588 98 Paved parking, HSG B 2,165 69 50-75% Grass cover, Fair, HSG B 10,753 92 Weighted Average 2,165 20.13% Pervious Area 8,588 79.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 209HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,117 98 Paved parking, HSG B 1,122 69 50-75% Grass cover, Fair, HSG B 7,239 94 Weighted Average 1,122 15.50% Pervious Area 6,117 84.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 210HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) Runoff = 2.13 cfs @ 12.19 hrs, Volume= 0.197 af, Depth= 4.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,056 98 Paved parking, HSG B 14,658 69 50-75% Grass cover, Fair, HSG B 20,714 77 Weighted Average 14,658 70.76% Pervious Area 6,056 29.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 34 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 32 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.1 166 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 211HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,023 98 Paved parking, HSG B 3,374 69 50-75% Grass cover, Fair, HSG B 10,397 89 Weighted Average 3,374 32.45% Pervious Area 7,023 67.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 212HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Southwest Field Runoff = 2.01 cfs @ 12.24 hrs, Volume= 0.200 af, Depth= 4.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 311 98 Paved parking, HSG B 25,380 69 50-75% Grass cover, Fair, HSG B 25,691 69 Weighted Average 25,380 98.79% Pervious Area 311 1.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.9 162 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.1 262 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 213HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,234 98 Paved parking, HSG B 529 69 50-75% Grass cover, Fair, HSG B 2,763 92 Weighted Average 529 19.15% Pervious Area 2,234 80.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 214HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,620 98 Paved parking, HSG B 632 69 50-75% Grass cover, Fair, HSG B 4,252 94 Weighted Average 632 14.86% Pervious Area 3,620 85.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 215HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,414 98 Paved parking, HSG B 1,415 69 50-75% Grass cover, Fair, HSG B 3,829 87 Weighted Average 1,415 36.95% Pervious Area 2,414 63.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 216HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.07 hrs, Volume= 0.125 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,814 98 Paved parking, HSG B 3,664 69 50-75% Grass cover, Fair, HSG B 10,478 88 Weighted Average 3,664 34.97% Pervious Area 6,814 65.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 217HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,897 98 Paved parking, HSG B 6,940 69 50-75% Grass cover, Fair, HSG B 13,837 83 Weighted Average 6,940 50.16% Pervious Area 6,897 49.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 218HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af, Depth= 4.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 856 98 Paved parking, HSG B 2,733 69 50-75% Grass cover, Fair, HSG B 3,589 76 Weighted Average 2,733 76.15% Pervious Area 856 23.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 219HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: Northwest Field Runoff = 1.34 cfs @ 12.22 hrs, Volume= 0.128 af, Depth= 4.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 15,714 69 50-75% Grass cover, Fair, HSG B 691 60 Woods, Fair, HSG B 16,405 69 Weighted Average 16,405 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.3 98 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.5 198 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 220HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.76 cfs @ 12.07 hrs, Volume= 0.058 af, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,519 98 Paved parking, HSG B 1,048 69 50-75% Grass cover, Fair, HSG B 4,567 91 Weighted Average 1,048 22.95% Pervious Area 3,519 77.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 221HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.738 ac, 69.28% Impervious, Inflow Depth = 5.00" for 100-Year event Inflow = 12.42 cfs @ 12.16 hrs, Volume= 1.140 af Outflow = 12.42 cfs @ 12.16 hrs, Volume= 1.140 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 222HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.332 ac, 48.80% Impervious, Inflow Depth = 4.69" for 100-Year event Inflow = 32.85 cfs @ 12.10 hrs, Volume= 2.866 af Outflow = 32.85 cfs @ 12.10 hrs, Volume= 2.866 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 223HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [93] Warning: Storage range exceeded by 0.02' [79] Warning: Submerged Pond DMH-P1 Primary device # 1 INLET by 0.66' [81] Warning: Exceeded Pond DMH-P2 by 1.86' @ 12.45 hrs Inflow Area = 2.256 ac, 80.48% Impervious, Inflow Depth = 6.76" for 100-Year event Inflow = 15.08 cfs @ 12.07 hrs, Volume= 1.272 af Outflow = 10.95 cfs @ 12.16 hrs, Volume= 1.261 af, Atten= 27%, Lag= 5.4 min Discarded = 0.26 cfs @ 12.15 hrs, Volume= 0.308 af Primary = 4.32 cfs @ 12.15 hrs, Volume= 0.877 af Secondary = 6.35 cfs @ 12.16 hrs, Volume= 0.077 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.02' @ 12.15 hrs Surf.Area= 5,895 sf Storage= 11,962 cf Flood Elev= 119.50' Surf.Area= 5,895 sf Storage= 11,962 cf Plug-Flow detention time= 71.7 min calculated for 1.259 af (99% of inflow) Center-of-Mass det. time= 67.0 min ( 830.4 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 113.99' 11,962 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,609 262.0 20.0 5 5 2,988 115.99 2,609 262.0 20.0 1,038 1,044 3,509 116.00 656 195.0 100.0 15 1,059 5,946 117.00 3,441 280.0 100.0 1,866 2,925 9,167 118.00 4,397 288.0 100.0 3,909 6,835 9,627 119.00 5,895 403.0 100.0 5,128 11,962 15,960 Device Routing Invert Outlet Devices #1 Primary 116.42'12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.42' / 116.06' S= 0.0124 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 116.87'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 118.91'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 118.95'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 224HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.26 cfs @ 12.15 hrs HW=119.02' (Free Discharge) 4=Exfiltration ( Controls 0.26 cfs) Primary OutFlow Max=4.32 cfs @ 12.15 hrs HW=119.02' (Free Discharge) 1=Culvert (Inlet Controls 4.32 cfs @ 5.51 fps) 2=Orifice/Grate (Passes < 9.71 cfs potential flow) 3=Orifice/Grate (Passes < 0.93 cfs potential flow) Secondary OutFlow Max=5.38 cfs @ 12.16 hrs HW=119.01' (Free Discharge) 5=Broad-Crested Rectangular Weir (Weir Controls 5.38 cfs @ 0.62 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 225HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BioRetention Basin 2 [58] Hint: Peaked 0.61' above defined flood level Inflow Area = 0.414 ac, 61.09% Impervious, Inflow Depth = 6.14" for 100-Year event Inflow = 2.86 cfs @ 12.07 hrs, Volume= 0.212 af Outflow = 2.82 cfs @ 12.09 hrs, Volume= 0.212 af, Atten= 2%, Lag= 1.3 min Discarded = 0.10 cfs @ 12.09 hrs, Volume= 0.123 af Primary = 2.72 cfs @ 12.09 hrs, Volume= 0.088 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.11' @ 12.09 hrs Surf.Area= 1,037 sf Storage= 1,747 cf Flood Elev= 119.50' Surf.Area= 561 sf Storage= 1,258 cf Plug-Flow detention time= 104.9 min calculated for 0.211 af (100% of inflow) Center-of-Mass det. time= 105.0 min ( 890.3 - 785.4 ) Volume Invert Avail.Storage Storage Description #1 116.99' 3,867 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.99 2,649 270.0 0.0 0 0 2,649 117.00 2,609 262.0 20.0 5 5 2,988 118.99 2,609 262.0 20.0 1,038 1,044 3,509 119.00 265 83.0 100.0 12 1,056 8,423 120.00 968 195.0 100.0 580 1,636 10,905 121.00 1,683 215.0 100.0 1,309 2,945 11,589 121.50 2,012 225.0 100.0 923 3,867 11,956 Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 176.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.44' / 116.30' S= 0.0008 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 119.89'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 116.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 121.40'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 226HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.10 cfs @ 12.09 hrs HW=120.11' (Free Discharge) 3=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=2.66 cfs @ 12.09 hrs HW=120.11' (Free Discharge) 1=Culvert (Passes 2.66 cfs of 3.88 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.66 cfs @ 1.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=116.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 227HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.137 ac, 68.40% Impervious, Inflow Depth = 6.37" for 100-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 122.23' @ 12.07 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=122.18' (Free Discharge) 1=Culvert (Barrel Controls 0.94 cfs @ 2.68 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 228HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [81] Warning: Exceeded Pond CB-A by 2.30' @ 12.05 hrs Inflow Area = 0.337 ac, 81.00% Impervious, Inflow Depth = 6.79" for 100-Year event Inflow = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af Outflow = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.0 min Primary = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 124.64' @ 12.07 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=2.38 cfs @ 12.07 hrs HW=124.42' (Free Discharge) 1=Culvert (Barrel Controls 2.38 cfs @ 6.82 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 229HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.247 ac, 79.87% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af Outflow = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 min Primary = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.47' @ 12.07 hrs Flood Elev= 119.84' Device Routing Invert Outlet Devices #1 Primary 117.49'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.49' / 117.25' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.74 cfs @ 12.07 hrs HW=118.44' (Free Discharge) 1=Culvert (Barrel Controls 1.74 cfs @ 2.91 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 230HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 - INVERTS NA Inflow Area = 0.063 ac, 80.85% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 0.46 cfs @ 12.07 hrs, Volume= 0.036 af Outflow = 0.46 cfs @ 12.07 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.07 hrs, Volume= 0.036 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.72' @ 12.07 hrs Flood Elev= 119.70' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=117.71' (Free Discharge) 1=Culvert (Barrel Controls 0.45 cfs @ 2.18 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 231HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.088 ac, 63.05% Impervious, Inflow Depth = 6.14" for 100-Year event Inflow = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af Outflow = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.02' @ 12.07 hrs Flood Elev= 121.17' Device Routing Invert Outlet Devices #1 Primary 118.57'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.57' / 118.29' S= 0.0093 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.59 cfs @ 12.07 hrs HW=119.01' (Free Discharge) 1=Culvert (Inlet Controls 0.59 cfs @ 1.78 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 232HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.421 ac, 84.38% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af Outflow = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Primary = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.88' @ 12.07 hrs Flood Elev= 122.34' Device Routing Invert Outlet Devices #1 Primary 119.88'12.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.88' / 119.45' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.99 cfs @ 12.07 hrs HW=121.78' (Free Discharge) 1=Culvert (Barrel Controls 2.99 cfs @ 3.81 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 233HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.389 ac, 91.90% Impervious, Inflow Depth = 7.20" for 100-Year event Inflow = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af Outflow = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af, Atten= 0%, Lag= 0.0 min Primary = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.99' @ 12.07 hrs Flood Elev= 121.27' Device Routing Invert Outlet Devices #1 Primary 119.05'12.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.05' / 118.78' S= 0.0023 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.82 cfs @ 12.07 hrs HW=120.90' (Free Discharge) 1=Culvert (Barrel Controls 2.82 cfs @ 3.59 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 234HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.082 ac, 23.85% Impervious, Inflow Depth = 4.87" for 100-Year event Inflow = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af Outflow = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.01' @ 12.08 hrs Flood Elev= 120.17' Device Routing Invert Outlet Devices #1 Primary 117.62'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.62' / 117.41' S= 0.0084 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.45 cfs @ 12.08 hrs HW=118.00' (Free Discharge) 1=Culvert (Barrel Controls 0.45 cfs @ 2.45 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 235HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.449 ac, 84.64% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af Outflow = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Primary = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.91' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 117.00'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.55' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.22 cfs @ 12.07 hrs HW=118.82' (Free Discharge) 1=Culvert (Barrel Controls 3.22 cfs @ 4.10 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 236HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.098 ac, 85.14% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.76' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.22'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.22' / 118.08' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.70 cfs @ 12.07 hrs HW=118.75' (Free Discharge) 1=Culvert (Barrel Controls 0.70 cfs @ 2.40 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 237HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.166 ac, 84.50% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af Outflow = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.68' @ 12.07 hrs Flood Elev= 119.31' Device Routing Invert Outlet Devices #1 Primary 116.96'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.96' / 116.63' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.19 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 1.19 cfs @ 2.85 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 238HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.233 ac, 86.06% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.87' @ 12.07 hrs Flood Elev= 119.38' Device Routing Invert Outlet Devices #1 Primary 117.03'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.03' / 116.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.67 cfs @ 12.07 hrs HW=117.85' (Free Discharge) 1=Culvert (Inlet Controls 1.67 cfs @ 2.43 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 239HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.476 ac, 29.24% Impervious, Inflow Depth = 4.98" for 100-Year event Inflow = 2.13 cfs @ 12.19 hrs, Volume= 0.197 af Outflow = 2.13 cfs @ 12.19 hrs, Volume= 0.197 af, Atten= 0%, Lag= 0.0 min Primary = 2.13 cfs @ 12.19 hrs, Volume= 0.197 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.07' @ 12.20 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.06'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.06' / 116.68' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.12 cfs @ 12.19 hrs HW=118.06' (Free Discharge) 1=Culvert (Inlet Controls 2.12 cfs @ 2.70 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 240HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.583 ac, 34.41% Impervious, Inflow Depth = 5.21" for 100-Year event Inflow = 2.44 cfs @ 12.26 hrs, Volume= 0.253 af Outflow = 2.44 cfs @ 12.26 hrs, Volume= 0.253 af, Atten= 0%, Lag= 0.0 min Primary = 2.44 cfs @ 12.26 hrs, Volume= 0.253 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.22' @ 12.26 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.05'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.05' / 116.61' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.43 cfs @ 12.26 hrs HW=118.21' (Free Discharge) 1=Culvert (Inlet Controls 2.43 cfs @ 3.09 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 241HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 - INVERTS NA Inflow Area = 0.590 ac, 1.21% Impervious, Inflow Depth = 4.08" for 100-Year event Inflow = 2.01 cfs @ 12.24 hrs, Volume= 0.200 af Outflow = 2.01 cfs @ 12.24 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Primary = 2.01 cfs @ 12.24 hrs, Volume= 0.200 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.25' @ 12.24 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.00 cfs @ 12.24 hrs HW=118.25' (Free Discharge) 1=Culvert (Barrel Controls 2.00 cfs @ 3.35 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 242HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.205 ac, 84.65% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af Outflow = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.63' @ 12.07 hrs Flood Elev= 122.23' Device Routing Invert Outlet Devices #1 Primary 119.85'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.85' / 119.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.47 cfs @ 12.07 hrs HW=120.61' (Free Discharge) 1=Culvert (Barrel Controls 1.47 cfs @ 3.20 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 243HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.241 ac, 65.03% Impervious, Inflow Depth = 6.26" for 100-Year event Inflow = 1.69 cfs @ 12.07 hrs, Volume= 0.125 af Outflow = 1.69 cfs @ 12.07 hrs, Volume= 0.125 af, Atten= 0%, Lag= 0.0 min Primary = 1.69 cfs @ 12.07 hrs, Volume= 0.125 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.62' @ 12.07 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.62 cfs @ 12.07 hrs HW=114.61' (Free Discharge) 1=Culvert (Inlet Controls 1.62 cfs @ 3.47 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 244HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 49.84% Impervious, Inflow Depth = 5.67" for 100-Year event Inflow = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af Outflow = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Primary = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.11' @ 12.07 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.00 cfs @ 12.07 hrs HW=115.08' (Free Discharge) 1=Culvert (Barrel Controls 2.00 cfs @ 4.79 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 245HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.239 ac, 67.55% Impervious, Inflow Depth = 6.37" for 100-Year event Inflow = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af Outflow = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Primary = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.43' @ 12.07 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.63 cfs @ 12.07 hrs HW=116.41' (Free Discharge) 1=Culvert (Barrel Controls 1.63 cfs @ 4.76 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 246HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.98% Impervious, Inflow Depth = 6.14" for 100-Year event Inflow = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.62' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.76 cfs @ 12.07 hrs HW=117.61' (Free Discharge) 1=Culvert (Inlet Controls 1.76 cfs @ 3.58 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 247HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.337 ac, 78.90% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af Outflow = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min Primary = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.16' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.38 cfs @ 12.07 hrs HW=120.12' (Free Discharge) 1=Culvert (Inlet Controls 2.38 cfs @ 4.36 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 248HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.280 ac, 59.30% Impervious, Inflow Depth = 6.02" for 100-Year event Inflow = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af Outflow = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Primary = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.93' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.84 cfs @ 12.07 hrs HW=119.91' (Free Discharge) 1=Culvert (Inlet Controls 1.84 cfs @ 3.64 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 249HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 [58] Hint: Peaked 1.38' above defined flood level [81] Warning: Exceeded Pond CB1 by 4.74' @ 12.10 hrs [81] Warning: Exceeded Pond CB2 by 4.26' @ 12.10 hrs [79] Warning: Submerged Pond DMH2 Primary device # 1 INLET by 4.24' Inflow Area = 2.667 ac, 66.55% Impervious, Inflow Depth = 5.75" for 100-Year event Inflow = 18.45 cfs @ 12.07 hrs, Volume= 1.277 af Outflow = 18.45 cfs @ 12.07 hrs, Volume= 1.277 af, Atten= 0%, Lag= 0.0 min Primary = 18.45 cfs @ 12.07 hrs, Volume= 1.277 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.82' @ 12.07 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=17.80 cfs @ 12.07 hrs HW=119.34' (Free Discharge) 1=Culvert (Barrel Controls 17.80 cfs @ 10.07 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 250HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY [79] Warning: Submerged Pond CB-P13 Primary device # 1 INLET by 0.70' [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 1.53' [79] Warning: Submerged Pond CB-P`14 Primary device # 1 INLET by 0.73' Inflow Area = 1.015 ac, 87.32% Impervious, Inflow Depth = 7.01" for 100-Year event Inflow = 7.56 cfs @ 12.07 hrs, Volume= 0.593 af Outflow = 7.56 cfs @ 12.07 hrs, Volume= 0.593 af, Atten= 0%, Lag= 0.0 min Primary = 7.56 cfs @ 12.07 hrs, Volume= 0.593 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.65' @ 12.07 hrs Flood Elev= 123.32' Device Routing Invert Outlet Devices #1 Primary 118.36'18.0" Round Culvert - Inverts NA L= 202.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.36' / 117.57' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=7.29 cfs @ 12.07 hrs HW=120.55' (Free Discharge) 1=Culvert - Inverts NA (Barrel Controls 7.29 cfs @ 4.12 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 251HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [81] Warning: Exceeded Pond CB-P3 by 0.07' @ 12.05 hrs [81] Warning: Exceeded Pond DMH-P9 by 0.13' @ 12.05 hrs Inflow Area = 0.599 ac, 79.54% Impervious, Inflow Depth = 6.74" for 100-Year event Inflow = 4.38 cfs @ 12.07 hrs, Volume= 0.336 af Outflow = 4.38 cfs @ 12.07 hrs, Volume= 0.336 af, Atten= 0%, Lag= 0.0 min Primary = 4.38 cfs @ 12.07 hrs, Volume= 0.336 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.76' @ 12.07 hrs Flood Elev= 120.88' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 116.43' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.22 cfs @ 12.07 hrs HW=117.73' (Free Discharge) 1=Culvert (Barrel Controls 4.22 cfs @ 3.07 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 252HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [58] Hint: Peaked 2.67' above defined flood level [81] Warning: Exceeded Pond DMH-1 by 1.40' @ 12.20 hrs [81] Warning: Exceeded Pond IB2 by 4.92' @ 12.05 hrs Inflow Area = 4.799 ac, 55.21% Impervious, Inflow Depth = 4.49" for 100-Year event Inflow = 21.33 cfs @ 12.08 hrs, Volume= 1.794 af Outflow = 21.33 cfs @ 12.08 hrs, Volume= 1.794 af, Atten= 0%, Lag= 0.0 min Primary = 21.33 cfs @ 12.08 hrs, Volume= 1.794 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.67' @ 12.08 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 113.92'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.92' / 108.58' S= 0.0518 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=20.74 cfs @ 12.08 hrs HW=118.47' (Free Discharge) 1=Culvert (Inlet Controls 20.74 cfs @ 11.74 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 253HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.082 ac, 23.85% Impervious, Inflow Depth = 4.87" for 100-Year event Inflow = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af Outflow = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.08 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.25' @ 12.08 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.93'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.93' / 116.50' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.45 cfs @ 12.08 hrs HW=117.25' (Free Discharge) 1=Culvert (Barrel Controls 0.45 cfs @ 2.16 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 254HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.45' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.42' Inflow Area = 0.682 ac, 85.13% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 5.08 cfs @ 12.07 hrs, Volume= 0.396 af Outflow = 5.08 cfs @ 12.07 hrs, Volume= 0.396 af, Atten= 0%, Lag= 0.0 min Primary = 5.08 cfs @ 12.07 hrs, Volume= 0.396 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.47' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.25'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.25' / 115.81' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.89 cfs @ 12.07 hrs HW=117.44' (Free Discharge) 1=Culvert (Barrel Controls 4.89 cfs @ 3.60 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 255HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 INLET by 0.04' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.84' Inflow Area = 1.265 ac, 61.76% Impervious, Inflow Depth = 6.16" for 100-Year event Inflow = 6.46 cfs @ 12.08 hrs, Volume= 0.649 af Outflow = 6.46 cfs @ 12.08 hrs, Volume= 0.649 af, Atten= 0%, Lag= 0.0 min Primary = 6.46 cfs @ 12.08 hrs, Volume= 0.649 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.09' @ 12.08 hrs Flood Elev= 120.46' Device Routing Invert Outlet Devices #1 Primary 115.78'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.78' / 115.16' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.34 cfs @ 12.08 hrs HW=117.08' (Free Discharge) 1=Culvert (Barrel Controls 6.34 cfs @ 4.17 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 256HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond DMH-P7 Primary device # 1 INLET by 0.81' Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 5.35" for 100-Year event Inflow = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af Outflow = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af, Atten= 0%, Lag= 0.0 min Primary = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.40' @ 12.10 hrs Flood Elev= 119.68' Device Routing Invert Outlet Devices #1 Primary 114.88'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.88' / 114.31' S= 0.0037 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=7.57 cfs @ 12.10 hrs HW=116.40' (Free Discharge) 1=Culvert (Barrel Controls 7.57 cfs @ 4.10 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 257HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.87' Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 5.35" for 100-Year event Inflow = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af Outflow = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af, Atten= 0%, Lag= 0.0 min Primary = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.01' @ 12.10 hrs Flood Elev= 120.49' Device Routing Invert Outlet Devices #1 Primary 115.59'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.59' / 114.80' S= 0.0071 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=7.57 cfs @ 12.10 hrs HW=117.00' (Free Discharge) 1=Culvert (Inlet Controls 7.57 cfs @ 3.19 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 258HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 INLET by 0.41' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.94' Inflow Area = 1.074 ac, 57.27% Impervious, Inflow Depth = 5.96" for 100-Year event Inflow = 5.84 cfs @ 12.09 hrs, Volume= 0.534 af Outflow = 5.84 cfs @ 12.09 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min Primary = 5.84 cfs @ 12.09 hrs, Volume= 0.534 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.47' @ 12.09 hrs Flood Elev= 120.78' Device Routing Invert Outlet Devices #1 Primary 116.13'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.13' / 115.84' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.75 cfs @ 12.09 hrs HW=117.46' (Free Discharge) 1=Culvert (Barrel Controls 5.75 cfs @ 3.68 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 259HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 INLET by 0.12' Inflow Area = 0.335 ac, 75.45% Impervious, Inflow Depth = 6.57" for 100-Year event Inflow = 2.42 cfs @ 12.07 hrs, Volume= 0.183 af Outflow = 2.42 cfs @ 12.07 hrs, Volume= 0.183 af, Atten= 0%, Lag= 0.0 min Primary = 2.42 cfs @ 12.07 hrs, Volume= 0.183 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.62' @ 12.07 hrs Flood Elev= 121.09' Device Routing Invert Outlet Devices #1 Primary 116.84'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.84' / 116.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.33 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Barrel Controls 2.33 cfs @ 3.15 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 260HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 9.16' above defined flood level [81] Warning: Exceeded Pond CB3 by 11.41' @ 12.10 hrs [81] Warning: Exceeded Pond CB4 by 10.21' @ 12.10 hrs [79] Warning: Submerged Pond DMH3 Primary device # 1 INLET by 11.53' Inflow Area = 2.108 ac, 69.24% Impervious, Inflow Depth = 5.70" for 100-Year event Inflow = 14.64 cfs @ 12.08 hrs, Volume= 1.001 af Outflow = 14.64 cfs @ 12.08 hrs, Volume= 1.001 af, Atten= 0%, Lag= 0.0 min Primary = 14.64 cfs @ 12.08 hrs, Volume= 1.001 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 128.51' @ 12.08 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=14.18 cfs @ 12.08 hrs HW=127.76' (Free Discharge) 1=Culvert (Barrel Controls 14.18 cfs @ 11.56 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 261HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 14.81' above defined flood level [81] Warning: Exceeded Pond BIO2 by 14.49' @ 12.10 hrs [81] Warning: Exceeded Pond BIO2 by 14.49' @ 12.10 hrs [81] Warning: Exceeded Pond DMH4 by 10.48' @ 12.10 hrs Inflow Area = 1.606 ac, 70.69% Impervious, Inflow Depth = 5.53" for 100-Year event Inflow = 11.16 cfs @ 12.08 hrs, Volume= 0.739 af Outflow = 11.16 cfs @ 12.08 hrs, Volume= 0.739 af, Atten= 0%, Lag= 0.0 min Primary = 11.16 cfs @ 12.08 hrs, Volume= 0.739 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 135.47' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=10.80 cfs @ 12.08 hrs HW=134.41' (Free Discharge) 1=Culvert (Barrel Controls 10.80 cfs @ 13.75 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 262HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 2.95' above defined flood level [81] Warning: Exceeded Pond CB6 by 4.31' @ 12.05 hrs [81] Warning: Exceeded Pond CB7 by 4.53' @ 12.05 hrs [79] Warning: Submerged Pond DMH5 Primary device # 1 INLET by 5.07' Inflow Area = 1.192 ac, 74.02% Impervious, Inflow Depth = 6.56" for 100-Year event Inflow = 8.57 cfs @ 12.07 hrs, Volume= 0.651 af Outflow = 8.57 cfs @ 12.07 hrs, Volume= 0.651 af, Atten= 0%, Lag= 0.0 min Primary = 8.57 cfs @ 12.07 hrs, Volume= 0.651 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 124.77' @ 12.07 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=8.26 cfs @ 12.07 hrs HW=124.31' (Free Discharge) 1=Culvert (Barrel Controls 8.26 cfs @ 10.51 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 263HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 0.75' above defined flood level [81] Warning: Exceeded Pond STC-450i by 1.96' @ 12.05 hrs Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 6.72" for 100-Year event Inflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Outflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Primary = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 125.27' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=4.04 cfs @ 12.07 hrs HW=124.79' (Free Discharge) 1=Culvert (Barrel Controls 4.04 cfs @ 7.40 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 264HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 Inflow Area = 1.782 ac, 52.12% Impervious, Inflow Depth = 5.82" for 100-Year event Inflow = 8.19 cfs @ 12.10 hrs, Volume= 0.863 af Outflow = 7.52 cfs @ 12.17 hrs, Volume= 0.833 af, Atten= 8%, Lag= 4.3 min Discarded = 0.11 cfs @ 12.17 hrs, Volume= 0.142 af Primary = 7.41 cfs @ 12.17 hrs, Volume= 0.691 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.84' @ 12.17 hrs Surf.Area= 3,387 sf Storage= 5,073 cf Flood Elev= 116.25' Surf.Area= 6,530 sf Storage= 15,955 cf Plug-Flow detention time= 79.3 min calculated for 0.833 af (96% of inflow) Center-of-Mass det. time= 58.4 min ( 850.9 - 792.5 ) Volume Invert Avail.Storage Storage Description #1 111.00' 15,955 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 235 194.0 0 0 235 112.00 1,354 271.0 718 718 3,094 113.00 2,481 306.0 1,889 2,607 4,726 114.00 3,570 343.0 3,009 5,616 6,665 115.00 4,764 370.0 4,153 9,769 8,238 116.10 6,530 463.0 6,186 15,955 14,419 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Primary 112.98'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.98' / 111.86' S= 0.0448 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #4 Primary 112.96'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.96' / 111.86' S= 0.0440 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #5 Secondary 113.98'12.0" Round Culvert X 2.00 L= 51.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.93' / 113.98' S= -0.0010 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 265HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.11 cfs @ 12.17 hrs HW=113.84' (Free Discharge) 1=Exfiltration ( Controls 0.11 cfs) Primary OutFlow Max=7.33 cfs @ 12.17 hrs HW=113.84' (Free Discharge) 3=Culvert (Inlet Controls 3.59 cfs @ 2.78 fps) 4=Culvert (Inlet Controls 3.74 cfs @ 2.82 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 266HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 2.133 ac, 41.03% Impervious, Inflow Depth = 5.41" for 100-Year event Inflow = 10.15 cfs @ 12.09 hrs, Volume= 0.962 af Outflow = 7.22 cfs @ 12.25 hrs, Volume= 0.912 af, Atten= 29%, Lag= 9.7 min Discarded = 0.20 cfs @ 12.25 hrs, Volume= 0.234 af Primary = 3.35 cfs @ 12.25 hrs, Volume= 0.518 af Secondary = 3.67 cfs @ 12.25 hrs, Volume= 0.160 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.82' @ 12.25 hrs Surf.Area= 5,533 sf Storage= 10,616 cf Flood Elev= 116.25' Surf.Area= 8,706 sf Storage= 26,651 cf Plug-Flow detention time= 116.7 min calculated for 0.912 af (95% of inflow) Center-of-Mass det. time= 87.6 min ( 886.5 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 111.00' 26,651 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 1,929 198.0 0 0 1,929 112.00 3,283 246.0 2,576 2,576 3,639 113.00 4,572 325.0 3,910 6,486 7,240 114.00 5,759 373.0 5,154 11,640 9,929 115.00 7,019 407.0 6,379 18,019 12,075 116.10 8,706 453.0 8,632 26,651 15,259 Device Routing Invert Outlet Devices #1 Primary 112.06'12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.06' / 110.94' S= 0.0249 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 112.45'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 115.03'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 112.95'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.95' / 111.82' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #6 Tertiary 116.02'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 267HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.20 cfs @ 12.25 hrs HW=113.82' (Free Discharge) 4=Exfiltration ( Controls 0.20 cfs) Primary OutFlow Max=3.35 cfs @ 12.25 hrs HW=113.82' (Free Discharge) 1=Culvert (Inlet Controls 3.35 cfs @ 4.26 fps) 2=Orifice/Grate (Passes 3.35 cfs of 3.52 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=3.66 cfs @ 12.25 hrs HW=113.82' (Free Discharge) 5=Culvert (Inlet Controls 3.66 cfs @ 2.80 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 268HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [79] Warning: Submerged Pond CB-B Primary device # 1 INLET by 2.04' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 6.72" for 100-Year event Inflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Outflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Primary = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 123.10' @ 12.07 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=4.04 cfs @ 12.07 hrs HW=122.92' (Free Discharge) 1=Culvert (Barrel Controls 4.04 cfs @ 7.40 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 269HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.40' Inflow Area = 1.265 ac, 61.76% Impervious, Inflow Depth = 6.16" for 100-Year event Inflow = 6.46 cfs @ 12.08 hrs, Volume= 0.649 af Outflow = 6.46 cfs @ 12.08 hrs, Volume= 0.649 af, Atten= 0%, Lag= 0.0 min Primary = 6.46 cfs @ 12.08 hrs, Volume= 0.649 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.19' @ 12.08 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.75'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.75' / 114.50' S= 0.0032 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.34 cfs @ 12.08 hrs HW=116.17' (Free Discharge) 1=Culvert (Barrel Controls 6.34 cfs @ 3.72 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Existing Site Printed 1/17/2020Prepared by Tighe & Bond Page 270HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [81] Warning: Exceeded Pond DMH-P6 by 0.92' @ 0.50 hrs Inflow Area = 1.727 ac, 38.99% Impervious, Inflow Depth = 5.35" for 100-Year event Inflow = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af Outflow = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af, Atten= 0%, Lag= 0.0 min Primary = 7.60 cfs @ 12.10 hrs, Volume= 0.770 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.22' @ 12.10 hrs Flood Elev= 120.93' Device Routing Invert Outlet Devices #1 Primary 115.80'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.80' / 113.89' S= 0.0503 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=7.57 cfs @ 12.10 hrs HW=117.21' (Free Discharge) 1=Culvert (Inlet Controls 7.57 cfs @ 3.19 fps) Proposed Conditions Hydrologic Calculations 2S Bldg 1 Driveway 6S Central Parking (N-E-1) 7S Central Parking (N-E-2) 8S Central Parking (N-W-1) 9S Central Parking (N-W-2) 12S Western Wetland 13S West Driveway (N-W-1) 14S West Driveway (W-1) 15S Area 15 16S Southwest Parking 17S Area 16 18S Area 17 20S Infiltration Basin 1 21S Infiltration Basin 2 22S Area 18 25S Central Parking (S-E-1) 26S Central Parking (S-E-2) 27S Central Parking (S-W-1) 28S Central Parking (S-W-2) 29S South Driveway (W-2) 30S South Driveway (W-1) 31S South Driveway (E-2) 32S South Driveway (E-1) 33S Area 19 34S Area 20 35S Area 21 36S Area 22 37S Area 23 75S North Parking Lot (W) 72R Design Point 1 - Western Wetland Area BIO2 BioRetention Basin 2 CB-ACB CBA CB-BCB CBB CB-P1CB CB-P1 CB-P10CB CB-P10 - INVERTS NA CB-P11CB CB-P11 CB-P19CB CB-P19 CB-P2CB CB-P2 CB-P20CB CB-P20 CB-P21CB CB-P21 CB-P22CB CB-P22 CB-P3CB CB-P3 CB-P4CB CB-P4 CB-P5CB CB-P5 CB-P6CB CB-P6 CB-P7CB CB-P7 CB-P8 CB CB-P6 CB-P9CB CB-P9 - INVERTS NA CB1CB CB1 CB2CB CB2 CB3CB CB3 CB4CB CB4 CB6CB CB6 CB7CB CB-7 DMH-1CB DMH-1 DMH-P10CB DMH-P10 DMH-P11CB DMH-P11 DMH-P3CB DMH-P3 DMH-P5CB DMH-P5 DMH-P6CB DMH-P6 DMH-P7CB DMH-P7 DMH-P8CB DMH-P8 DMH-P9CB DMH-P9 DMH2CB DMH2 DMH3CB DMH3 DMH4CB DMH4 DMH5CB DMH5 IB1 Infiltration Basin 1 IB2 Infiltration Basin 2 STC-450iCB STC 450i WQU-P1CB WQU-P1 WQU-P2 CB WQU-P2 WQU-P4CB WQU-P4 Routing Diagram for Northwood Proposed DP-1 Prepared by Tighe & Bond, Printed 1/17/2020 HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 2HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.148 69 50-75% Grass cover, Fair, HSG B (2S, 6S, 7S, 8S, 9S, 12S, 13S, 14S, 15S, 16S, 17S, 18S, 20S, 21S, 22S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 35S, 36S, 37S, 75S) 4.253 98 Paved parking, HSG B (2S, 6S, 7S, 8S, 9S, 13S, 14S, 15S, 16S, 17S, 18S, 22S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 35S, 36S, 37S, 75S) 0.610 98 Water Surface, HSG B (2S, 12S, 20S, 21S) 0.167 60 Woods, Fair, HSG B (12S, 21S) 7.179 88 TOTAL AREA Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 3HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 7.179 HSG B 2S, 6S, 7S, 8S, 9S, 12S, 13S, 14S, 15S, 16S, 17S, 18S, 20S, 21S, 22S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 35S, 36S, 37S, 75S 0.000 HSG C 0.000 HSG D 0.000 Other 7.179 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 4HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=18,023 sf 61.09% Impervious Runoff Depth=1.80"Subcatchment 2S: Bldg 1 Driveway Tc=5.0 min CN=87 Runoff=0.87 cfs 0.062 af Runoff Area=19,563 sf 84.64% Impervious Runoff Depth=2.42"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=94 Runoff=1.23 cfs 0.090 af Runoff Area=10,158 sf 86.06% Impervious Runoff Depth=2.42"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=10,161 sf 85.43% Impervious Runoff Depth=2.42"Subcatchment 8S: Central Parking (N-W-1) Flow Length=150' Tc=18.8 min CN=94 Runoff=0.44 cfs 0.047 af Runoff Area=17,491 sf 80.21% Impervious Runoff Depth=2.23"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=92 Runoff=1.03 cfs 0.075 af Runoff Area=28,684 sf 38.82% Impervious Runoff Depth=1.18"Subcatchment 12S: Western Wetland Flow Length=140' Tc=7.3 min CN=78 Runoff=0.84 cfs 0.065 af Runoff Area=7,274 sf 56.05% Impervious Runoff Depth=1.65"Subcatchment 13S: West Driveway (N-W-1) Tc=5.0 min CN=85 Runoff=0.32 cfs 0.023 af Runoff Area=4,901 sf 86.59% Impervious Runoff Depth=2.42"Subcatchment 14S: West Driveway (W-1) Tc=5.0 min CN=94 Runoff=0.31 cfs 0.023 af Runoff Area=5,959 sf 68.40% Impervious Runoff Depth=1.96"Subcatchment 15S: Area 15 Tc=5.0 min CN=89 Runoff=0.31 cfs 0.022 af Runoff Area=9,137 sf 55.26% Impervious Runoff Depth=1.65"Subcatchment 16S: Southwest Parking Tc=5.0 min CN=85 Runoff=0.41 cfs 0.029 af Runoff Area=8,723 sf 89.61% Impervious Runoff Depth=2.52"Subcatchment 17S: Area 16 Tc=5.0 min CN=95 Runoff=0.56 cfs 0.042 af Runoff Area=10,339 sf 74.54% Impervious Runoff Depth=2.14"Subcatchment 18S: Area 17 Tc=5.0 min CN=91 Runoff=0.59 cfs 0.042 af Runoff Area=10,663 sf 54.78% Impervious Runoff Depth=1.65"Subcatchment 20S: Infiltration Basin 1 Flow Length=160' Tc=14.3 min CN=85 Runoff=0.36 cfs 0.034 af Runoff Area=17,018 sf 50.73% Impervious Runoff Depth=1.50"Subcatchment 21S: Infiltration Basin 2 Tc=5.0 min CN=83 Runoff=0.69 cfs 0.049 af Runoff Area=14,694 sf 78.90% Impervious Runoff Depth=2.23"Subcatchment 22S: Area 18 Tc=5.0 min CN=92 Runoff=0.87 cfs 0.063 af Runoff Area=10,753 sf 79.87% Impervious Runoff Depth=2.23"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=92 Runoff=0.63 cfs 0.046 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 5HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=7,239 sf 84.50% Impervious Runoff Depth=2.42"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.46 cfs 0.033 af Runoff Area=7,192 sf 83.41% Impervious Runoff Depth=2.32"Subcatchment 27S: Central Parking (S-W-1) Flow Length=166' Tc=14.1 min CN=93 Runoff=0.34 cfs 0.032 af Runoff Area=8,211 sf 86.83% Impervious Runoff Depth=2.42"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=94 Runoff=0.52 cfs 0.038 af Runoff Area=3,945 sf 66.82% Impervious Runoff Depth=1.88"Subcatchment 29S: South Driveway (W-2) Tc=5.0 min CN=88 Runoff=0.20 cfs 0.014 af Runoff Area=5,658 sf 74.28% Impervious Runoff Depth=2.14"Subcatchment 30S: South Driveway (W-1) Tc=5.0 min CN=91 Runoff=0.32 cfs 0.023 af Runoff Area=4,252 sf 85.14% Impervious Runoff Depth=2.42"Subcatchment 31S: South Driveway (E-2) Tc=5.0 min CN=94 Runoff=0.27 cfs 0.020 af Runoff Area=3,829 sf 63.05% Impervious Runoff Depth=1.80"Subcatchment 32S: South Driveway (E-1) Tc=5.0 min CN=87 Runoff=0.19 cfs 0.013 af Runoff Area=12,198 sf 59.30% Impervious Runoff Depth=1.72"Subcatchment 33S: Area 19 Tc=5.0 min CN=86 Runoff=0.57 cfs 0.040 af Runoff Area=11,505 sf 61.98% Impervious Runoff Depth=1.80"Subcatchment 34S: Area 20 Tc=5.0 min CN=87 Runoff=0.56 cfs 0.040 af Runoff Area=10,397 sf 67.55% Impervious Runoff Depth=1.96"Subcatchment 35S: Area 21 Tc=5.0 min CN=89 Runoff=0.55 cfs 0.039 af Runoff Area=14,072 sf 53.17% Impervious Runoff Depth=1.57"Subcatchment 36S: Area 22 Tc=5.0 min CN=84 Runoff=0.60 cfs 0.042 af Runoff Area=13,833 sf 48.12% Impervious Runoff Depth=1.50"Subcatchment 37S: Area 23 Tc=5.0 min CN=83 Runoff=0.56 cfs 0.040 af Runoff Area=6,839 sf 93.84% Impervious Runoff Depth=2.62"Subcatchment 75S: North Parking Lot (W) Tc=5.0 min CN=96 Runoff=0.45 cfs 0.034 af Inflow=8.83 cfs 0.727 afReach 72R: Design Point 1 - Western Wetland Area Outflow=8.83 cfs 0.727 af Peak Elev=118.10' Storage=1,069 cf Inflow=0.87 cfs 0.062 afPond BIO2: BioRetention Basin 2 Discarded=0.08 cfs 0.062 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.062 af Peak Elev=121.51' Inflow=0.31 cfs 0.022 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.31 cfs 0.022 af Peak Elev=121.56' Inflow=0.88 cfs 0.064 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=0.88 cfs 0.064 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 6HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=118.01' Inflow=0.63 cfs 0.046 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0034 '/' Outflow=0.63 cfs 0.046 af Peak Elev=117.64' Inflow=0.32 cfs 0.023 afPond CB-P10: CB-P10 - INVERTS NA 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.32 cfs 0.023 af Peak Elev=118.81' Inflow=0.19 cfs 0.013 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0093 '/' Outflow=0.19 cfs 0.013 af Peak Elev=117.51' Inflow=0.31 cfs 0.023 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=72.0' S=0.0200 '/' Outflow=0.31 cfs 0.023 af Peak Elev=117.70' Inflow=1.23 cfs 0.090 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0048 '/' Outflow=1.23 cfs 0.090 af Peak Elev=117.56' Inflow=0.41 cfs 0.029 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=0.41 cfs 0.029 af Peak Elev=118.54' Inflow=0.27 cfs 0.020 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0047 '/' Outflow=0.27 cfs 0.020 af Peak Elev=118.02' Inflow=0.32 cfs 0.023 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=124.0' S=0.0202 '/' Outflow=0.32 cfs 0.023 af Peak Elev=117.37' Inflow=0.46 cfs 0.033 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0047 '/' Outflow=0.46 cfs 0.033 af Peak Elev=117.49' Inflow=0.64 cfs 0.047 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0062 '/' Outflow=0.64 cfs 0.047 af Peak Elev=117.39' Inflow=0.34 cfs 0.032 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0055 '/' Outflow=0.34 cfs 0.032 af Peak Elev=117.45' Inflow=0.44 cfs 0.047 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0047 '/' Outflow=0.44 cfs 0.047 af Peak Elev=118.33' Inflow=0.52 cfs 0.038 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.52 cfs 0.038 af Peak Elev=118.53' Inflow=1.03 cfs 0.075 afPond CB-P8: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.03 cfs 0.075 af Peak Elev=117.55' Inflow=0.20 cfs 0.014 afPond CB-P9: CB-P9 - INVERTS NA 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.20 cfs 0.014 af Peak Elev=114.31' Inflow=0.60 cfs 0.042 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.60 cfs 0.042 af Peak Elev=114.65' Inflow=0.56 cfs 0.040 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.56 cfs 0.040 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 7HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=116.09' Inflow=0.55 cfs 0.039 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.55 cfs 0.039 af Peak Elev=117.25' Inflow=0.56 cfs 0.040 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.56 cfs 0.040 af Peak Elev=119.63' Inflow=0.87 cfs 0.063 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=0.87 cfs 0.063 af Peak Elev=119.54' Inflow=0.57 cfs 0.040 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.57 cfs 0.040 af Peak Elev=114.17' Inflow=5.14 cfs 0.370 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=5.14 cfs 0.370 af Peak Elev=117.24' Inflow=1.54 cfs 0.112 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0016 '/' Outflow=1.54 cfs 0.112 af Peak Elev=114.90' Inflow=5.14 cfs 0.460 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0518 '/' Outflow=5.14 cfs 0.460 af Peak Elev=116.95' Inflow=1.87 cfs 0.137 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0034 '/' Outflow=1.87 cfs 0.137 af Peak Elev=116.65' Inflow=3.14 cfs 0.259 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0049 '/' Outflow=3.14 cfs 0.259 af Peak Elev=115.80' Inflow=3.21 cfs 0.248 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0037 '/' Outflow=3.21 cfs 0.248 af Peak Elev=116.39' Inflow=2.80 cfs 0.219 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0071 '/' Outflow=2.80 cfs 0.219 af Peak Elev=116.92' Inflow=2.28 cfs 0.182 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0035 '/' Outflow=2.28 cfs 0.182 af Peak Elev=117.28' Inflow=0.82 cfs 0.059 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.82 cfs 0.059 af Peak Elev=116.16' Inflow=4.01 cfs 0.288 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=4.01 cfs 0.288 af Peak Elev=117.38' Inflow=2.90 cfs 0.209 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=2.90 cfs 0.209 af Peak Elev=118.24' Inflow=2.90 cfs 0.209 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=2.90 cfs 0.209 af Peak Elev=119.99' Inflow=1.47 cfs 0.107 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.47 cfs 0.107 af Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 8HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=113.54' Storage=4,099 cf Inflow=4.16 cfs 0.350 afPond IB1: Infiltration Basin 1 s 0.118 af Primary=3.32 cfs 0.202 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=3.41 cfs 0.320 af Peak Elev=112.88' Storage=6,360 cf Inflow=4.20 cfs 0.320 afPond IB2: Infiltration Basin 2 s 0.197 af Primary=0.72 cfs 0.090 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.87 cfs 0.286 af Peak Elev=120.73' Inflow=1.47 cfs 0.107 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.47 cfs 0.107 af Peak Elev=115.76' Inflow=3.47 cfs 0.282 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0032 '/' Outflow=3.47 cfs 0.282 af Peak Elev=116.70' Inflow=3.51 cfs 0.271 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0503 '/' Outflow=3.51 cfs 0.271 af Peak Elev=114.88' Inflow=0.45 cfs 0.034 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=27.6' S=0.0362 '/' Outflow=0.45 cfs 0.034 af Total Runoff Area = 7.179 ac Runoff Volume = 1.167 af Average Runoff Depth = 1.95" 32.25% Pervious = 2.316 ac 67.75% Impervious = 4.863 ac Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 9HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Bldg 1 Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.08 hrs, Volume= 0.062 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,012 69 50-75% Grass cover, Fair, HSG B 10,043 98 Paved parking, HSG B 968 98 Water Surface, HSG B 18,023 87 Weighted Average 7,012 38.91% Pervious Area 11,011 61.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 10HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 16,559 98 Paved parking, HSG B 3,004 69 50-75% Grass cover, Fair, HSG B 19,563 94 Weighted Average 3,004 15.36% Pervious Area 16,559 84.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 11HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,742 98 Paved parking, HSG B 1,416 69 50-75% Grass cover, Fair, HSG B 10,158 94 Weighted Average 1,416 13.94% Pervious Area 8,742 86.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 12HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) Runoff = 0.44 cfs @ 12.25 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,681 98 Paved parking, HSG B 1,480 69 50-75% Grass cover, Fair, HSG B 10,161 94 Weighted Average 1,480 14.57% Pervious Area 8,681 85.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 30 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 18.8 150 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 13HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.03 cfs @ 12.07 hrs, Volume= 0.075 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,030 98 Paved parking, HSG B 3,461 69 50-75% Grass cover, Fair, HSG B 17,491 92 Weighted Average 3,461 19.79% Pervious Area 14,030 80.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 14HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Western Wetland Runoff = 0.84 cfs @ 12.11 hrs, Volume= 0.065 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 11,089 69 50-75% Grass cover, Fair, HSG B 6,459 60 Woods, Fair, HSG B 11,136 98 Water Surface, HSG B 28,684 78 Weighted Average 17,548 61.18% Pervious Area 11,136 38.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 70 0.0430 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.3 140 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 15HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: West Driveway (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.32 cfs @ 12.08 hrs, Volume= 0.023 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,077 98 Paved parking, HSG B 3,197 69 50-75% Grass cover, Fair, HSG B 7,274 85 Weighted Average 3,197 43.95% Pervious Area 4,077 56.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 16HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: West Driveway (W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.07 hrs, Volume= 0.023 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,244 98 Paved parking, HSG B 657 69 50-75% Grass cover, Fair, HSG B 4,901 94 Weighted Average 657 13.41% Pervious Area 4,244 86.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 17HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,076 98 Paved parking, HSG B 1,883 69 50-75% Grass cover, Fair, HSG B 5,959 89 Weighted Average 1,883 31.60% Pervious Area 4,076 68.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 18HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Southwest Parking [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.08 hrs, Volume= 0.029 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,049 98 Paved parking, HSG B 4,088 69 50-75% Grass cover, Fair, HSG B 9,137 85 Weighted Average 4,088 44.74% Pervious Area 5,049 55.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 19HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.042 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,817 98 Paved parking, HSG B 906 69 50-75% Grass cover, Fair, HSG B 8,723 95 Weighted Average 906 10.39% Pervious Area 7,817 89.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5.0 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 20HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.042 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,707 98 Paved parking, HSG B 2,632 69 50-75% Grass cover, Fair, HSG B 10,339 91 Weighted Average 2,632 25.46% Pervious Area 7,707 74.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 21HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Infiltration Basin 1 Runoff = 0.36 cfs @ 12.20 hrs, Volume= 0.034 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,822 69 50-75% Grass cover, Fair, HSG B 5,841 98 Water Surface, HSG B 10,663 85 Weighted Average 4,822 45.22% Pervious Area 5,841 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.3 160 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 22HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Infiltration Basin 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 12.08 hrs, Volume= 0.049 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,566 69 50-75% Grass cover, Fair, HSG B 8,634 98 Water Surface, HSG B 818 60 Woods, Fair, HSG B 17,018 83 Weighted Average 8,384 49.27% Pervious Area 8,634 50.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 23HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 11,593 98 Paved parking, HSG B 3,101 69 50-75% Grass cover, Fair, HSG B 14,694 92 Weighted Average 3,101 21.10% Pervious Area 11,593 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 24HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,588 98 Paved parking, HSG B 2,165 69 50-75% Grass cover, Fair, HSG B 10,753 92 Weighted Average 2,165 20.13% Pervious Area 8,588 79.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 25HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,117 98 Paved parking, HSG B 1,122 69 50-75% Grass cover, Fair, HSG B 7,239 94 Weighted Average 1,122 15.50% Pervious Area 6,117 84.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 26HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) Runoff = 0.34 cfs @ 12.19 hrs, Volume= 0.032 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,999 98 Paved parking, HSG B 1,193 69 50-75% Grass cover, Fair, HSG B 7,192 93 Weighted Average 1,193 16.59% Pervious Area 5,999 83.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 34 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 32 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.1 166 Total Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 27HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,130 98 Paved parking, HSG B 1,081 69 50-75% Grass cover, Fair, HSG B 8,211 94 Weighted Average 1,081 13.17% Pervious Area 7,130 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 28HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: South Driveway (W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,636 98 Paved parking, HSG B 1,309 69 50-75% Grass cover, Fair, HSG B 3,945 88 Weighted Average 1,309 33.18% Pervious Area 2,636 66.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 29HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.023 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,203 98 Paved parking, HSG B 1,455 69 50-75% Grass cover, Fair, HSG B 5,658 91 Weighted Average 1,455 25.72% Pervious Area 4,203 74.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 30HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,620 98 Paved parking, HSG B 632 69 50-75% Grass cover, Fair, HSG B 4,252 94 Weighted Average 632 14.86% Pervious Area 3,620 85.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 31HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,414 98 Paved parking, HSG B 1,415 69 50-75% Grass cover, Fair, HSG B 3,829 87 Weighted Average 1,415 36.95% Pervious Area 2,414 63.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 32HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,233 98 Paved parking, HSG B 4,965 69 50-75% Grass cover, Fair, HSG B 12,198 86 Weighted Average 4,965 40.70% Pervious Area 7,233 59.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 33HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,131 98 Paved parking, HSG B 4,374 69 50-75% Grass cover, Fair, HSG B 11,505 87 Weighted Average 4,374 38.02% Pervious Area 7,131 61.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 34HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,023 98 Paved parking, HSG B 3,374 69 50-75% Grass cover, Fair, HSG B 10,397 89 Weighted Average 3,374 32.45% Pervious Area 7,023 67.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 35HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 36S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.08 hrs, Volume= 0.042 af, Depth= 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,482 98 Paved parking, HSG B 6,590 69 50-75% Grass cover, Fair, HSG B 14,072 84 Weighted Average 6,590 46.83% Pervious Area 7,482 53.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 36HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,656 98 Paved parking, HSG B 7,177 69 50-75% Grass cover, Fair, HSG B 13,833 83 Weighted Average 7,177 51.88% Pervious Area 6,656 48.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 37HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.034 af, Depth= 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 421 69 50-75% Grass cover, Fair, HSG B 6,418 98 Paved parking, HSG B 6,839 96 Weighted Average 421 6.16% Pervious Area 6,418 93.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 38HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.179 ac, 67.75% Impervious, Inflow Depth = 1.22" for 2-Year event Inflow = 8.83 cfs @ 12.10 hrs, Volume= 0.727 af Outflow = 8.83 cfs @ 12.10 hrs, Volume= 0.727 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 39HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BioRetention Basin 2 Inflow Area = 0.414 ac, 61.09% Impervious, Inflow Depth = 1.80" for 2-Year event Inflow = 0.87 cfs @ 12.08 hrs, Volume= 0.062 af Outflow = 0.08 cfs @ 13.05 hrs, Volume= 0.062 af, Atten= 91%, Lag= 58.7 min Discarded = 0.08 cfs @ 13.05 hrs, Volume= 0.062 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.10' @ 13.05 hrs Surf.Area= 152 sf Storage= 1,069 cf Flood Elev= 119.50' Surf.Area= 663 sf Storage= 1,563 cf Plug-Flow detention time= 123.4 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 123.2 min ( 942.9 - 819.7 ) Volume Invert Avail.Storage Storage Description #1 115.99' 4,299 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 115.99 2,649 270.0 0.0 0 0 2,649 116.00 2,609 262.0 20.0 5 5 2,988 117.99 2,609 262.0 20.0 1,038 1,044 3,509 118.00 132 63.0 100.0 11 1,055 8,656 119.00 388 98.0 100.0 249 1,304 9,111 120.00 1,012 204.0 100.0 676 1,979 11,663 121.00 1,747 224.0 100.0 1,363 3,342 12,377 121.50 2,088 232.0 100.0 957 4,299 12,689 Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 176.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.44' / 116.30' S= 0.0008 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 119.89'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 115.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 121.40'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 40HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.08 cfs @ 13.05 hrs HW=118.10' (Free Discharge) 3=Exfiltration ( Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=115.99' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=115.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 41HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.137 ac, 68.40% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af Outflow = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.08 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.51' @ 12.08 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.30 cfs @ 12.08 hrs HW=121.50' (Free Discharge) 1=Culvert (Barrel Controls 0.30 cfs @ 1.66 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 42HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [81] Warning: Exceeded Pond CB-A by 0.05' @ 12.05 hrs Inflow Area = 0.337 ac, 81.00% Impervious, Inflow Depth = 2.29" for 2-Year event Inflow = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af Outflow = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.07 hrs, Volume= 0.064 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.56' @ 12.07 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.85 cfs @ 12.07 hrs HW=121.55' (Free Discharge) 1=Culvert (Barrel Controls 0.85 cfs @ 3.34 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 43HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.247 ac, 79.87% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af Outflow = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 12.07 hrs, Volume= 0.046 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.01' @ 12.07 hrs Flood Elev= 119.84' Device Routing Invert Outlet Devices #1 Primary 117.49'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.49' / 117.25' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=118.00' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.23 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 44HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 - INVERTS NA Inflow Area = 0.130 ac, 74.28% Impervious, Inflow Depth = 2.14" for 2-Year event Inflow = 0.32 cfs @ 12.07 hrs, Volume= 0.023 af Outflow = 0.32 cfs @ 12.07 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.07 hrs, Volume= 0.023 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.64' @ 12.07 hrs Flood Elev= 119.70' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.31 cfs @ 12.07 hrs HW=117.64' (Free Discharge) 1=Culvert (Barrel Controls 0.31 cfs @ 1.99 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 45HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.088 ac, 63.05% Impervious, Inflow Depth = 1.80" for 2-Year event Inflow = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af Outflow = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.81' @ 12.08 hrs Flood Elev= 121.17' Device Routing Invert Outlet Devices #1 Primary 118.57'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.57' / 118.29' S= 0.0093 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.18 cfs @ 12.08 hrs HW=118.80' (Free Discharge) 1=Culvert (Inlet Controls 0.18 cfs @ 1.30 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 46HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.113 ac, 86.59% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.31 cfs @ 12.07 hrs, Volume= 0.023 af Outflow = 0.31 cfs @ 12.07 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.07 hrs, Volume= 0.023 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 72.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.30 cfs @ 12.07 hrs HW=117.50' (Free Discharge) 1=Culvert (Inlet Controls 0.30 cfs @ 1.48 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 47HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.449 ac, 84.64% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af Outflow = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary = 1.23 cfs @ 12.07 hrs, Volume= 0.090 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.70' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 117.00'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.55' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.90 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 48HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.210 ac, 55.26% Impervious, Inflow Depth = 1.65" for 2-Year event Inflow = 0.41 cfs @ 12.08 hrs, Volume= 0.029 af Outflow = 0.41 cfs @ 12.08 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.08 hrs, Volume= 0.029 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.56' @ 12.08 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.08 hrs HW=117.56' (Free Discharge) 1=Culvert (Barrel Controls 0.39 cfs @ 2.33 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 49HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.098 ac, 85.14% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.54' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.22'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.22' / 118.08' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=118.53' (Free Discharge) 1=Culvert (Barrel Controls 0.26 cfs @ 1.87 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 50HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.167 ac, 56.05% Impervious, Inflow Depth = 1.65" for 2-Year event Inflow = 0.32 cfs @ 12.08 hrs, Volume= 0.023 af Outflow = 0.32 cfs @ 12.08 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.08 hrs, Volume= 0.023 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.02' @ 12.08 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0202 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.31 cfs @ 12.08 hrs HW=118.01' (Free Discharge) 1=Culvert (Inlet Controls 0.31 cfs @ 1.50 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 51HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.166 ac, 84.50% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af Outflow = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.07 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.37' @ 12.07 hrs Flood Elev= 119.31' Device Routing Invert Outlet Devices #1 Primary 116.96'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.96' / 116.63' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=117.36' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.23 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 52HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.233 ac, 86.06% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.49' @ 12.07 hrs Flood Elev= 119.38' Device Routing Invert Outlet Devices #1 Primary 117.03'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.03' / 116.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.48' (Free Discharge) 1=Culvert (Inlet Controls 0.61 cfs @ 1.80 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 53HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.165 ac, 83.41% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 0.34 cfs @ 12.19 hrs, Volume= 0.032 af Outflow = 0.34 cfs @ 12.19 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.19 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.39' @ 12.19 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.06'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.06' / 116.68' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.33 cfs @ 12.19 hrs HW=117.39' (Free Discharge) 1=Culvert (Barrel Controls 0.33 cfs @ 2.17 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 54HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.233 ac, 85.43% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.44 cfs @ 12.25 hrs, Volume= 0.047 af Outflow = 0.44 cfs @ 12.25 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.25 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.45' @ 12.25 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.05'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.05' / 116.61' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.25 hrs HW=117.45' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.25 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 55HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.188 ac, 86.83% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.52 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.52 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.33' @ 12.07 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.50 cfs @ 12.07 hrs HW=118.32' (Free Discharge) 1=Culvert (Barrel Controls 0.50 cfs @ 2.34 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 56HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P6 Inflow Area = 0.402 ac, 80.21% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 1.03 cfs @ 12.07 hrs, Volume= 0.075 af Outflow = 1.03 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.07 hrs, Volume= 0.075 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.53' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.99 cfs @ 12.07 hrs HW=118.51' (Free Discharge) 1=Culvert (Barrel Controls 0.99 cfs @ 2.81 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 57HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 - INVERTS NA Inflow Area = 0.091 ac, 66.82% Impervious, Inflow Depth = 1.88" for 2-Year event Inflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af Outflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.08 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.19 cfs @ 12.08 hrs HW=117.54' (Free Discharge) 1=Culvert (Inlet Controls 0.19 cfs @ 1.32 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 58HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.323 ac, 53.17% Impervious, Inflow Depth = 1.57" for 2-Year event Inflow = 0.60 cfs @ 12.08 hrs, Volume= 0.042 af Outflow = 0.60 cfs @ 12.08 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.08 hrs, Volume= 0.042 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.31' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.58 cfs @ 12.08 hrs HW=114.30' (Free Discharge) 1=Culvert (Inlet Controls 0.58 cfs @ 2.55 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 59HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 48.12% Impervious, Inflow Depth = 1.50" for 2-Year event Inflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Outflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.65' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.54 cfs @ 12.08 hrs HW=114.65' (Free Discharge) 1=Culvert (Barrel Controls 0.54 cfs @ 3.60 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 60HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.239 ac, 67.55% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af Outflow = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 12.08 hrs, Volume= 0.039 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.09' @ 12.08 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.53 cfs @ 12.08 hrs HW=116.08' (Free Discharge) 1=Culvert (Inlet Controls 0.53 cfs @ 2.49 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 61HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.98% Impervious, Inflow Depth = 1.80" for 2-Year event Inflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Outflow = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.08 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.25' @ 12.08 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.54 cfs @ 12.08 hrs HW=117.25' (Free Discharge) 1=Culvert (Inlet Controls 0.54 cfs @ 2.51 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 62HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.337 ac, 78.90% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af Outflow = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.63' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.83 cfs @ 12.07 hrs HW=119.62' (Free Discharge) 1=Culvert (Inlet Controls 0.83 cfs @ 2.83 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 63HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.280 ac, 59.30% Impervious, Inflow Depth = 1.72" for 2-Year event Inflow = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af Outflow = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 12.08 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.08 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.55 cfs @ 12.08 hrs HW=119.53' (Free Discharge) 1=Culvert (Inlet Controls 0.55 cfs @ 2.52 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 64HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 [79] Warning: Submerged Pond CB1 Primary device # 1 INLET by 0.21' [79] Warning: Submerged Pond CB2 Primary device # 1 OUTLET by 0.81' [79] Warning: Submerged Pond DMH2 Primary device # 1 OUTLET by 0.80' Inflow Area = 2.749 ac, 64.91% Impervious, Inflow Depth = 1.62" for 2-Year event Inflow = 5.14 cfs @ 12.08 hrs, Volume= 0.370 af Outflow = 5.14 cfs @ 12.08 hrs, Volume= 0.370 af, Atten= 0%, Lag= 0.0 min Primary = 5.14 cfs @ 12.08 hrs, Volume= 0.370 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.17' @ 12.08 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=4.98 cfs @ 12.08 hrs HW=114.15' (Free Discharge) 1=Culvert (Inlet Controls 4.98 cfs @ 4.17 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 65HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.27' [79] Warning: Submerged Pond DMH-P9 Primary device # 1 INLET by 0.39' Inflow Area = 0.599 ac, 79.54% Impervious, Inflow Depth = 2.25" for 2-Year event Inflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Outflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.24' @ 12.07 hrs Flood Elev= 120.88' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 116.43' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.49 cfs @ 12.07 hrs HW=117.23' (Free Discharge) 1=Culvert (Barrel Controls 1.49 cfs @ 2.28 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 66HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [81] Warning: Exceeded Pond DMH-1 by 0.87' @ 12.60 hrs [81] Warning: Exceeded Pond IB2 by 2.98' @ 9.50 hrs Inflow Area = 4.634 ac, 67.55% Impervious, Inflow Depth = 1.19" for 2-Year event Inflow = 5.14 cfs @ 12.08 hrs, Volume= 0.460 af Outflow = 5.14 cfs @ 12.08 hrs, Volume= 0.460 af, Atten= 0%, Lag= 0.0 min Primary = 5.14 cfs @ 12.08 hrs, Volume= 0.460 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.90' @ 12.08 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 113.92'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.92' / 108.58' S= 0.0518 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.98 cfs @ 12.08 hrs HW=114.88' (Free Discharge) 1=Culvert (Inlet Controls 4.98 cfs @ 4.17 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 67HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 OUTLET by 0.39' [79] Warning: Submerged Pond CB-P4 Primary device # 1 OUTLET by 0.49' Inflow Area = 0.682 ac, 85.13% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.87 cfs @ 12.07 hrs, Volume= 0.137 af Outflow = 1.87 cfs @ 12.07 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 12.07 hrs, Volume= 0.137 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.95' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.25'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.25' / 115.81' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.80 cfs @ 12.07 hrs HW=116.94' (Free Discharge) 1=Culvert (Barrel Controls 1.80 cfs @ 2.79 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 68HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 OUTLET by 0.03' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.39' Inflow Area = 1.317 ac, 83.68% Impervious, Inflow Depth = 2.36" for 2-Year event Inflow = 3.14 cfs @ 12.08 hrs, Volume= 0.259 af Outflow = 3.14 cfs @ 12.08 hrs, Volume= 0.259 af, Atten= 0%, Lag= 0.0 min Primary = 3.14 cfs @ 12.08 hrs, Volume= 0.259 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.65' @ 12.08 hrs Flood Elev= 120.46' Device Routing Invert Outlet Devices #1 Primary 115.78'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.78' / 115.16' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.06 cfs @ 12.08 hrs HW=116.63' (Free Discharge) 1=Culvert (Barrel Controls 3.06 cfs @ 3.52 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 69HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond DMH-P7 Primary device # 1 INLET by 0.20' Inflow Area = 1.382 ac, 75.99% Impervious, Inflow Depth = 2.15" for 2-Year event Inflow = 3.21 cfs @ 12.08 hrs, Volume= 0.248 af Outflow = 3.21 cfs @ 12.08 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Primary = 3.21 cfs @ 12.08 hrs, Volume= 0.248 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.80' @ 12.08 hrs Flood Elev= 119.68' Device Routing Invert Outlet Devices #1 Primary 114.88'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.88' / 114.31' S= 0.0037 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.12 cfs @ 12.08 hrs HW=115.79' (Free Discharge) 1=Culvert (Barrel Controls 3.12 cfs @ 3.31 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 70HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.25' Inflow Area = 1.173 ac, 79.69% Impervious, Inflow Depth = 2.25" for 2-Year event Inflow = 2.80 cfs @ 12.08 hrs, Volume= 0.219 af Outflow = 2.80 cfs @ 12.08 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 2.80 cfs @ 12.08 hrs, Volume= 0.219 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.39' @ 12.08 hrs Flood Elev= 120.49' Device Routing Invert Outlet Devices #1 Primary 115.59'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.59' / 114.80' S= 0.0071 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.72 cfs @ 12.08 hrs HW=116.37' (Free Discharge) 1=Culvert (Inlet Controls 2.72 cfs @ 2.38 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 71HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 OUTLET by 0.23' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.38' Inflow Area = 0.952 ac, 81.66% Impervious, Inflow Depth = 2.29" for 2-Year event Inflow = 2.28 cfs @ 12.08 hrs, Volume= 0.182 af Outflow = 2.28 cfs @ 12.08 hrs, Volume= 0.182 af, Atten= 0%, Lag= 0.0 min Primary = 2.28 cfs @ 12.08 hrs, Volume= 0.182 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.92' @ 12.08 hrs Flood Elev= 120.78' Device Routing Invert Outlet Devices #1 Primary 116.13'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.13' / 115.84' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.22 cfs @ 12.08 hrs HW=116.91' (Free Discharge) 1=Culvert (Barrel Controls 2.22 cfs @ 2.91 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 72HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 OUTLET by 0.02' Inflow Area = 0.335 ac, 75.45% Impervious, Inflow Depth = 2.12" for 2-Year event Inflow = 0.82 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.82 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.28' @ 12.07 hrs Flood Elev= 121.09' Device Routing Invert Outlet Devices #1 Primary 116.84'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.84' / 116.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.79 cfs @ 12.07 hrs HW=117.27' (Free Discharge) 1=Culvert (Barrel Controls 0.79 cfs @ 2.43 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 73HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [81] Warning: Exceeded Pond CB3 by 0.05' @ 12.05 hrs [79] Warning: Submerged Pond CB4 Primary device # 1 OUTLET by 0.96' [79] Warning: Submerged Pond DMH3 Primary device # 1 OUTLET by 0.94' Inflow Area = 2.108 ac, 69.24% Impervious, Inflow Depth = 1.64" for 2-Year event Inflow = 4.01 cfs @ 12.07 hrs, Volume= 0.288 af Outflow = 4.01 cfs @ 12.07 hrs, Volume= 0.288 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 12.07 hrs, Volume= 0.288 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.16' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=3.86 cfs @ 12.07 hrs HW=116.14' (Free Discharge) 1=Culvert (Barrel Controls 3.86 cfs @ 4.82 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 74HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [79] Warning: Submerged Pond BIO2 Primary device # 1 INLET by 0.91' [79] Warning: Submerged Pond DMH4 Primary device # 1 INLET by 0.65' Inflow Area = 1.606 ac, 70.69% Impervious, Inflow Depth = 1.57" for 2-Year event Inflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Outflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.38' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=117.35' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 4.14 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 75HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [79] Warning: Submerged Pond CB6 Primary device # 1 OUTLET by 1.43' [79] Warning: Submerged Pond CB7 Primary device # 1 OUTLET by 1.41' [79] Warning: Submerged Pond DMH5 Primary device # 1 OUTLET by 1.40' Inflow Area = 1.192 ac, 74.02% Impervious, Inflow Depth = 2.11" for 2-Year event Inflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Outflow = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary = 2.90 cfs @ 12.07 hrs, Volume= 0.209 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.24' @ 12.07 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=118.17' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 3.56 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 76HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [79] Warning: Submerged Pond STC-450i Primary device # 1 OUTLET by 0.54' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Outflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.99' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.41 cfs @ 12.07 hrs HW=119.98' (Free Discharge) 1=Culvert (Inlet Controls 1.41 cfs @ 3.32 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 77HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.04' Inflow Area = 1.886 ac, 78.33% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 4.16 cfs @ 12.08 hrs, Volume= 0.350 af Outflow = 3.41 cfs @ 12.15 hrs, Volume= 0.320 af, Atten= 18%, Lag= 4.5 min Discarded = 0.09 cfs @ 12.15 hrs, Volume= 0.118 af Primary = 3.32 cfs @ 12.15 hrs, Volume= 0.202 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.54' @ 12.15 hrs Surf.Area= 2,814 sf Storage= 4,099 cf Flood Elev= 116.25' Surf.Area= 5,839 sf Storage= 14,970 cf Plug-Flow detention time= 161.3 min calculated for 0.320 af (92% of inflow) Center-of-Mass det. time= 118.3 min ( 915.7 - 797.5 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,970 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 516 249.0 0 0 516 112.00 1,379 279.0 913 913 1,804 113.00 2,295 305.0 1,818 2,731 3,047 114.00 3,305 338.0 2,785 5,515 4,766 115.00 4,402 363.0 3,840 9,356 6,204 116.10 5,839 418.0 5,614 14,970 9,649 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Primary 112.98'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.98' / 111.86' S= 0.0448 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #4 Primary 112.96'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.96' / 111.86' S= 0.0440 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #5 Secondary 113.98'12.0" Round Culvert X 2.00 L= 51.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.93' / 113.98' S= -0.0010 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 78HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.09 cfs @ 12.15 hrs HW=113.53' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Primary OutFlow Max=3.29 cfs @ 12.15 hrs HW=113.53' (Free Discharge) 3=Culvert (Inlet Controls 1.59 cfs @ 2.24 fps) 4=Culvert (Inlet Controls 1.70 cfs @ 2.28 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 79HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 1.886 ac, 71.39% Impervious, Inflow Depth = 2.04" for 2-Year event Inflow = 4.20 cfs @ 12.08 hrs, Volume= 0.320 af Outflow = 0.87 cfs @ 12.53 hrs, Volume= 0.286 af, Atten= 79%, Lag= 27.3 min Discarded = 0.15 cfs @ 12.53 hrs, Volume= 0.197 af Primary = 0.72 cfs @ 12.53 hrs, Volume= 0.090 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 112.88' @ 12.53 hrs Surf.Area= 4,346 sf Storage= 6,360 cf Flood Elev= 116.25' Surf.Area= 8,629 sf Storage= 26,899 cf Plug-Flow detention time= 285.6 min calculated for 0.286 af (89% of inflow) Center-of-Mass det. time= 235.9 min ( 1,040.7 - 804.9 ) Volume Invert Avail.Storage Storage Description #1 111.00' 26,899 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,599 239.0 0 0 2,599 112.00 3,376 258.0 2,979 2,979 3,390 113.00 4,491 334.0 3,920 6,899 6,983 114.00 5,672 380.0 5,070 11,969 9,621 115.00 7,024 428.0 6,336 18,305 12,734 116.10 8,629 475.0 8,594 26,899 16,147 Device Routing Invert Outlet Devices #1 Primary 112.06'12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.06' / 110.94' S= 0.0249 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 112.45'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 115.03'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 112.95'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.95' / 111.82' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #6 Tertiary 116.02'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 80HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.15 cfs @ 12.53 hrs HW=112.88' (Free Discharge) 4=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.71 cfs @ 12.53 hrs HW=112.88' (Free Discharge) 1=Culvert (Passes 0.71 cfs of 1.67 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.71 cfs @ 2.23 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 81HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [79] Warning: Submerged Pond CB-B Primary device # 1 OUTLET by 0.31' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Outflow = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 12.07 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.73' @ 12.07 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.41 cfs @ 12.07 hrs HW=120.71' (Free Discharge) 1=Culvert (Barrel Controls 1.41 cfs @ 4.17 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 82HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 0.54' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 OUTLET by 0.58' Inflow Area = 1.484 ac, 80.57% Impervious, Inflow Depth = 2.28" for 2-Year event Inflow = 3.47 cfs @ 12.08 hrs, Volume= 0.282 af Outflow = 3.47 cfs @ 12.08 hrs, Volume= 0.282 af, Atten= 0%, Lag= 0.0 min Primary = 3.47 cfs @ 12.08 hrs, Volume= 0.282 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.76' @ 12.08 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.75'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.75' / 114.50' S= 0.0032 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.37 cfs @ 12.08 hrs HW=115.74' (Free Discharge) 1=Culvert (Barrel Controls 3.37 cfs @ 3.17 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 83HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond CB-P19 Primary device # 1 OUTLET by 0.93' [81] Warning: Exceeded Pond DMH-P6 by 0.92' @ 0.50 hrs Inflow Area = 1.495 ac, 76.78% Impervious, Inflow Depth = 2.17" for 2-Year event Inflow = 3.51 cfs @ 12.08 hrs, Volume= 0.271 af Outflow = 3.51 cfs @ 12.08 hrs, Volume= 0.271 af, Atten= 0%, Lag= 0.0 min Primary = 3.51 cfs @ 12.08 hrs, Volume= 0.271 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.70' @ 12.08 hrs Flood Elev= 120.93' Device Routing Invert Outlet Devices #1 Primary 115.80'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.80' / 113.89' S= 0.0503 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.41 cfs @ 12.08 hrs HW=116.69' (Free Discharge) 1=Culvert (Inlet Controls 3.41 cfs @ 2.53 fps) Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 84HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.157 ac, 93.84% Impervious, Inflow Depth = 2.62" for 2-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.034 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.034 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.88' @ 12.07 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 27.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0362 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=114.87' (Free Discharge) 1=Culvert (Inlet Controls 0.44 cfs @ 1.64 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 85HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=18,023 sf 61.09% Impervious Runoff Depth=3.07"Subcatchment 2S: Bldg 1 Driveway Tc=5.0 min CN=87 Runoff=1.48 cfs 0.106 af Runoff Area=19,563 sf 84.64% Impervious Runoff Depth=3.79"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=94 Runoff=1.88 cfs 0.142 af Runoff Area=10,158 sf 86.06% Impervious Runoff Depth=3.79"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.98 cfs 0.074 af Runoff Area=10,161 sf 85.43% Impervious Runoff Depth=3.79"Subcatchment 8S: Central Parking (N-W-1) Flow Length=150' Tc=18.8 min CN=94 Runoff=0.67 cfs 0.074 af Runoff Area=17,491 sf 80.21% Impervious Runoff Depth=3.57"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=92 Runoff=1.62 cfs 0.120 af Runoff Area=28,684 sf 38.82% Impervious Runoff Depth=2.27"Subcatchment 12S: Western Wetland Flow Length=140' Tc=7.3 min CN=78 Runoff=1.65 cfs 0.124 af Runoff Area=7,274 sf 56.05% Impervious Runoff Depth=2.88"Subcatchment 13S: West Driveway (N-W-1) Tc=5.0 min CN=85 Runoff=0.56 cfs 0.040 af Runoff Area=4,901 sf 86.59% Impervious Runoff Depth=3.79"Subcatchment 14S: West Driveway (W-1) Tc=5.0 min CN=94 Runoff=0.47 cfs 0.035 af Runoff Area=5,959 sf 68.40% Impervious Runoff Depth=3.27"Subcatchment 15S: Area 15 Tc=5.0 min CN=89 Runoff=0.52 cfs 0.037 af Runoff Area=9,137 sf 55.26% Impervious Runoff Depth=2.88"Subcatchment 16S: Southwest Parking Tc=5.0 min CN=85 Runoff=0.71 cfs 0.050 af Runoff Area=8,723 sf 89.61% Impervious Runoff Depth=3.90"Subcatchment 17S: Area 16 Tc=5.0 min CN=95 Runoff=0.85 cfs 0.065 af Runoff Area=10,339 sf 74.54% Impervious Runoff Depth=3.47"Subcatchment 18S: Area 17 Tc=5.0 min CN=91 Runoff=0.94 cfs 0.069 af Runoff Area=10,663 sf 54.78% Impervious Runoff Depth=2.88"Subcatchment 20S: Infiltration Basin 1 Flow Length=160' Tc=14.3 min CN=85 Runoff=0.63 cfs 0.059 af Runoff Area=17,018 sf 50.73% Impervious Runoff Depth=2.70"Subcatchment 21S: Infiltration Basin 2 Tc=5.0 min CN=83 Runoff=1.23 cfs 0.088 af Runoff Area=14,694 sf 78.90% Impervious Runoff Depth=3.57"Subcatchment 22S: Area 18 Tc=5.0 min CN=92 Runoff=1.36 cfs 0.100 af Runoff Area=10,753 sf 79.87% Impervious Runoff Depth=3.57"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=92 Runoff=0.99 cfs 0.073 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 86HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=7,239 sf 84.50% Impervious Runoff Depth=3.79"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.70 cfs 0.052 af Runoff Area=7,192 sf 83.41% Impervious Runoff Depth=3.68"Subcatchment 27S: Central Parking (S-W-1) Flow Length=166' Tc=14.1 min CN=93 Runoff=0.52 cfs 0.051 af Runoff Area=8,211 sf 86.83% Impervious Runoff Depth=3.79"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=94 Runoff=0.79 cfs 0.059 af Runoff Area=3,945 sf 66.82% Impervious Runoff Depth=3.17"Subcatchment 29S: South Driveway (W-2) Tc=5.0 min CN=88 Runoff=0.33 cfs 0.024 af Runoff Area=5,658 sf 74.28% Impervious Runoff Depth=3.47"Subcatchment 30S: South Driveway (W-1) Tc=5.0 min CN=91 Runoff=0.51 cfs 0.038 af Runoff Area=4,252 sf 85.14% Impervious Runoff Depth=3.79"Subcatchment 31S: South Driveway (E-2) Tc=5.0 min CN=94 Runoff=0.41 cfs 0.031 af Runoff Area=3,829 sf 63.05% Impervious Runoff Depth=3.07"Subcatchment 32S: South Driveway (E-1) Tc=5.0 min CN=87 Runoff=0.31 cfs 0.022 af Runoff Area=12,198 sf 59.30% Impervious Runoff Depth=2.98"Subcatchment 33S: Area 19 Tc=5.0 min CN=86 Runoff=0.97 cfs 0.069 af Runoff Area=11,505 sf 61.98% Impervious Runoff Depth=3.07"Subcatchment 34S: Area 20 Tc=5.0 min CN=87 Runoff=0.94 cfs 0.068 af Runoff Area=10,397 sf 67.55% Impervious Runoff Depth=3.27"Subcatchment 35S: Area 21 Tc=5.0 min CN=89 Runoff=0.90 cfs 0.065 af Runoff Area=14,072 sf 53.17% Impervious Runoff Depth=2.79"Subcatchment 36S: Area 22 Tc=5.0 min CN=84 Runoff=1.05 cfs 0.075 af Runoff Area=13,833 sf 48.12% Impervious Runoff Depth=2.70"Subcatchment 37S: Area 23 Tc=5.0 min CN=83 Runoff=1.00 cfs 0.071 af Runoff Area=6,839 sf 93.84% Impervious Runoff Depth=4.01"Subcatchment 75S: North Parking Lot (W) Tc=5.0 min CN=96 Runoff=0.68 cfs 0.052 af Inflow=16.87 cfs 1.406 afReach 72R: Design Point 1 - Western Wetland Area Outflow=16.87 cfs 1.406 af Peak Elev=119.92' Storage=1,898 cf Inflow=1.48 cfs 0.106 afPond BIO2: BioRetention Basin 2 Discarded=0.11 cfs 0.102 af Primary=0.16 cfs 0.004 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.106 af Peak Elev=121.67' Inflow=0.52 cfs 0.037 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.52 cfs 0.037 af Peak Elev=122.16' Inflow=1.37 cfs 0.102 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.37 cfs 0.102 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 87HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=118.16' Inflow=0.99 cfs 0.073 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0034 '/' Outflow=0.99 cfs 0.073 af Peak Elev=117.74' Inflow=0.51 cfs 0.038 afPond CB-P10: CB-P10 - INVERTS NA 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.51 cfs 0.038 af Peak Elev=118.88' Inflow=0.31 cfs 0.022 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0093 '/' Outflow=0.31 cfs 0.022 af Peak Elev=117.59' Inflow=0.47 cfs 0.035 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=72.0' S=0.0200 '/' Outflow=0.47 cfs 0.035 af Peak Elev=117.93' Inflow=1.88 cfs 0.142 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0048 '/' Outflow=1.88 cfs 0.142 af Peak Elev=117.70' Inflow=0.71 cfs 0.050 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=0.71 cfs 0.050 af Peak Elev=118.62' Inflow=0.41 cfs 0.031 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0047 '/' Outflow=0.41 cfs 0.031 af Peak Elev=118.13' Inflow=0.56 cfs 0.040 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=124.0' S=0.0202 '/' Outflow=0.56 cfs 0.040 af Peak Elev=117.47' Inflow=0.70 cfs 0.052 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0047 '/' Outflow=0.70 cfs 0.052 af Peak Elev=117.61' Inflow=0.98 cfs 0.074 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0062 '/' Outflow=0.98 cfs 0.074 af Peak Elev=117.48' Inflow=0.52 cfs 0.051 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0055 '/' Outflow=0.52 cfs 0.051 af Peak Elev=117.55' Inflow=0.67 cfs 0.074 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0047 '/' Outflow=0.67 cfs 0.074 af Peak Elev=118.44' Inflow=0.79 cfs 0.059 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.79 cfs 0.059 af Peak Elev=118.73' Inflow=1.62 cfs 0.120 afPond CB-P8: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.62 cfs 0.120 af Peak Elev=117.62' Inflow=0.33 cfs 0.024 afPond CB-P9: CB-P9 - INVERTS NA 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.33 cfs 0.024 af Peak Elev=114.45' Inflow=1.05 cfs 0.075 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.05 cfs 0.075 af Peak Elev=114.79' Inflow=1.00 cfs 0.071 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.00 cfs 0.071 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 88HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=116.20' Inflow=0.90 cfs 0.065 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.90 cfs 0.065 af Peak Elev=117.38' Inflow=0.94 cfs 0.068 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.94 cfs 0.068 af Peak Elev=119.77' Inflow=1.36 cfs 0.100 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.36 cfs 0.100 af Peak Elev=119.66' Inflow=0.97 cfs 0.069 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.97 cfs 0.069 af Peak Elev=114.57' Inflow=8.54 cfs 0.624 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=8.54 cfs 0.624 af Peak Elev=117.42' Inflow=2.41 cfs 0.179 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0016 '/' Outflow=2.41 cfs 0.179 af Peak Elev=115.51' Inflow=9.73 cfs 0.861 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0518 '/' Outflow=9.73 cfs 0.861 af Peak Elev=117.13' Inflow=2.85 cfs 0.215 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0034 '/' Outflow=2.85 cfs 0.215 af Peak Elev=116.89' Inflow=4.84 cfs 0.408 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0049 '/' Outflow=4.84 cfs 0.408 af Peak Elev=116.08' Inflow=5.09 cfs 0.401 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0037 '/' Outflow=5.09 cfs 0.401 af Peak Elev=116.61' Inflow=4.38 cfs 0.351 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0071 '/' Outflow=4.38 cfs 0.351 af Peak Elev=117.14' Inflow=3.55 cfs 0.289 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0035 '/' Outflow=3.55 cfs 0.289 af Peak Elev=117.40' Inflow=1.31 cfs 0.096 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.31 cfs 0.096 af Peak Elev=117.27' Inflow=6.48 cfs 0.477 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=6.48 cfs 0.477 af Peak Elev=119.52' Inflow=4.64 cfs 0.344 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=4.64 cfs 0.344 af Peak Elev=119.54' Inflow=4.64 cfs 0.341 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=4.64 cfs 0.341 af Peak Elev=120.27' Inflow=2.30 cfs 0.171 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.30 cfs 0.171 af Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 89HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=113.72' Storage=4,626 cf Inflow=6.51 cfs 0.560 afPond IB1: Infiltration Basin 1 s 0.130 af Primary=5.57 cfs 0.398 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=5.68 cfs 0.527 af Peak Elev=113.32' Storage=8,401 cf Inflow=6.79 cfs 0.524 afPond IB2: Infiltration Basin 2 s 0.219 af Primary=2.31 cfs 0.237 af Secondary=0.74 cfs 0.023 af Tertiary=0.00 cfs 0.000 af Outflow=3.22 cfs 0.479 af Peak Elev=121.02' Inflow=2.30 cfs 0.171 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.30 cfs 0.171 af Peak Elev=116.05' Inflow=5.40 cfs 0.449 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0032 '/' Outflow=5.40 cfs 0.449 af Peak Elev=116.97' Inflow=5.55 cfs 0.437 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0503 '/' Outflow=5.55 cfs 0.437 af Peak Elev=114.97' Inflow=0.68 cfs 0.052 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=27.6' S=0.0362 '/' Outflow=0.68 cfs 0.052 af Total Runoff Area = 7.179 ac Runoff Volume = 1.934 af Average Runoff Depth = 3.23" 32.25% Pervious = 2.316 ac 67.75% Impervious = 4.863 ac Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 90HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Bldg 1 Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 1.48 cfs @ 12.07 hrs, Volume= 0.106 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,012 69 50-75% Grass cover, Fair, HSG B 10,043 98 Paved parking, HSG B 968 98 Water Surface, HSG B 18,023 87 Weighted Average 7,012 38.91% Pervious Area 11,011 61.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 91HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 16,559 98 Paved parking, HSG B 3,004 69 50-75% Grass cover, Fair, HSG B 19,563 94 Weighted Average 3,004 15.36% Pervious Area 16,559 84.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 92HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,742 98 Paved parking, HSG B 1,416 69 50-75% Grass cover, Fair, HSG B 10,158 94 Weighted Average 1,416 13.94% Pervious Area 8,742 86.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 93HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) Runoff = 0.67 cfs @ 12.25 hrs, Volume= 0.074 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,681 98 Paved parking, HSG B 1,480 69 50-75% Grass cover, Fair, HSG B 10,161 94 Weighted Average 1,480 14.57% Pervious Area 8,681 85.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 30 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 18.8 150 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 94HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.62 cfs @ 12.07 hrs, Volume= 0.120 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,030 98 Paved parking, HSG B 3,461 69 50-75% Grass cover, Fair, HSG B 17,491 92 Weighted Average 3,461 19.79% Pervious Area 14,030 80.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 95HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Western Wetland Runoff = 1.65 cfs @ 12.11 hrs, Volume= 0.124 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 11,089 69 50-75% Grass cover, Fair, HSG B 6,459 60 Woods, Fair, HSG B 11,136 98 Water Surface, HSG B 28,684 78 Weighted Average 17,548 61.18% Pervious Area 11,136 38.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 70 0.0430 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.3 140 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 96HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: West Driveway (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,077 98 Paved parking, HSG B 3,197 69 50-75% Grass cover, Fair, HSG B 7,274 85 Weighted Average 3,197 43.95% Pervious Area 4,077 56.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 97HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: West Driveway (W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 0.035 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,244 98 Paved parking, HSG B 657 69 50-75% Grass cover, Fair, HSG B 4,901 94 Weighted Average 657 13.41% Pervious Area 4,244 86.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 98HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,076 98 Paved parking, HSG B 1,883 69 50-75% Grass cover, Fair, HSG B 5,959 89 Weighted Average 1,883 31.60% Pervious Area 4,076 68.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 99HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Southwest Parking [49] Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.050 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,049 98 Paved parking, HSG B 4,088 69 50-75% Grass cover, Fair, HSG B 9,137 85 Weighted Average 4,088 44.74% Pervious Area 5,049 55.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 100HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,817 98 Paved parking, HSG B 906 69 50-75% Grass cover, Fair, HSG B 8,723 95 Weighted Average 906 10.39% Pervious Area 7,817 89.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5.0 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 101HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.94 cfs @ 12.07 hrs, Volume= 0.069 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,707 98 Paved parking, HSG B 2,632 69 50-75% Grass cover, Fair, HSG B 10,339 91 Weighted Average 2,632 25.46% Pervious Area 7,707 74.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 102HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Infiltration Basin 1 Runoff = 0.63 cfs @ 12.20 hrs, Volume= 0.059 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,822 69 50-75% Grass cover, Fair, HSG B 5,841 98 Water Surface, HSG B 10,663 85 Weighted Average 4,822 45.22% Pervious Area 5,841 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.3 160 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 103HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Infiltration Basin 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.23 cfs @ 12.08 hrs, Volume= 0.088 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,566 69 50-75% Grass cover, Fair, HSG B 8,634 98 Water Surface, HSG B 818 60 Woods, Fair, HSG B 17,018 83 Weighted Average 8,384 49.27% Pervious Area 8,634 50.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 104HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 11,593 98 Paved parking, HSG B 3,101 69 50-75% Grass cover, Fair, HSG B 14,694 92 Weighted Average 3,101 21.10% Pervious Area 11,593 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 105HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,588 98 Paved parking, HSG B 2,165 69 50-75% Grass cover, Fair, HSG B 10,753 92 Weighted Average 2,165 20.13% Pervious Area 8,588 79.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 106HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,117 98 Paved parking, HSG B 1,122 69 50-75% Grass cover, Fair, HSG B 7,239 94 Weighted Average 1,122 15.50% Pervious Area 6,117 84.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 107HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) Runoff = 0.52 cfs @ 12.19 hrs, Volume= 0.051 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,999 98 Paved parking, HSG B 1,193 69 50-75% Grass cover, Fair, HSG B 7,192 93 Weighted Average 1,193 16.59% Pervious Area 5,999 83.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 34 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 32 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.1 166 Total Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 108HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.07 hrs, Volume= 0.059 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,130 98 Paved parking, HSG B 1,081 69 50-75% Grass cover, Fair, HSG B 8,211 94 Weighted Average 1,081 13.17% Pervious Area 7,130 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 109HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: South Driveway (W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.024 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,636 98 Paved parking, HSG B 1,309 69 50-75% Grass cover, Fair, HSG B 3,945 88 Weighted Average 1,309 33.18% Pervious Area 2,636 66.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 110HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,203 98 Paved parking, HSG B 1,455 69 50-75% Grass cover, Fair, HSG B 5,658 91 Weighted Average 1,455 25.72% Pervious Area 4,203 74.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 111HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,620 98 Paved parking, HSG B 632 69 50-75% Grass cover, Fair, HSG B 4,252 94 Weighted Average 632 14.86% Pervious Area 3,620 85.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 112HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,414 98 Paved parking, HSG B 1,415 69 50-75% Grass cover, Fair, HSG B 3,829 87 Weighted Average 1,415 36.95% Pervious Area 2,414 63.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 113HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,233 98 Paved parking, HSG B 4,965 69 50-75% Grass cover, Fair, HSG B 12,198 86 Weighted Average 4,965 40.70% Pervious Area 7,233 59.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 114HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,131 98 Paved parking, HSG B 4,374 69 50-75% Grass cover, Fair, HSG B 11,505 87 Weighted Average 4,374 38.02% Pervious Area 7,131 61.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 115HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,023 98 Paved parking, HSG B 3,374 69 50-75% Grass cover, Fair, HSG B 10,397 89 Weighted Average 3,374 32.45% Pervious Area 7,023 67.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 116HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 36S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.05 cfs @ 12.08 hrs, Volume= 0.075 af, Depth= 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,482 98 Paved parking, HSG B 6,590 69 50-75% Grass cover, Fair, HSG B 14,072 84 Weighted Average 6,590 46.83% Pervious Area 7,482 53.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 117HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,656 98 Paved parking, HSG B 7,177 69 50-75% Grass cover, Fair, HSG B 13,833 83 Weighted Average 7,177 51.88% Pervious Area 6,656 48.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 118HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 421 69 50-75% Grass cover, Fair, HSG B 6,418 98 Paved parking, HSG B 6,839 96 Weighted Average 421 6.16% Pervious Area 6,418 93.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 119HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.179 ac, 67.75% Impervious, Inflow Depth = 2.35" for 10-Year event Inflow = 16.87 cfs @ 12.11 hrs, Volume= 1.406 af Outflow = 16.87 cfs @ 12.11 hrs, Volume= 1.406 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 120HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BioRetention Basin 2 [58] Hint: Peaked 0.42' above defined flood level Inflow Area = 0.414 ac, 61.09% Impervious, Inflow Depth = 3.07" for 10-Year event Inflow = 1.48 cfs @ 12.07 hrs, Volume= 0.106 af Outflow = 0.27 cfs @ 12.54 hrs, Volume= 0.106 af, Atten= 82%, Lag= 28.2 min Discarded = 0.11 cfs @ 12.54 hrs, Volume= 0.102 af Primary = 0.16 cfs @ 12.54 hrs, Volume= 0.004 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.92' @ 12.54 hrs Surf.Area= 950 sf Storage= 1,898 cf Flood Elev= 119.50' Surf.Area= 663 sf Storage= 1,563 cf Plug-Flow detention time= 172.2 min calculated for 0.106 af (100% of inflow) Center-of-Mass det. time= 171.9 min ( 976.4 - 804.5 ) Volume Invert Avail.Storage Storage Description #1 115.99' 4,299 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 115.99 2,649 270.0 0.0 0 0 2,649 116.00 2,609 262.0 20.0 5 5 2,988 117.99 2,609 262.0 20.0 1,038 1,044 3,509 118.00 132 63.0 100.0 11 1,055 8,656 119.00 388 98.0 100.0 249 1,304 9,111 120.00 1,012 204.0 100.0 676 1,979 11,663 121.00 1,747 224.0 100.0 1,363 3,342 12,377 121.50 2,088 232.0 100.0 957 4,299 12,689 Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 176.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.44' / 116.30' S= 0.0008 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 119.89'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 115.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 121.40'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 121HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.11 cfs @ 12.54 hrs HW=119.92' (Free Discharge) 3=Exfiltration ( Controls 0.11 cfs) Primary OutFlow Max=0.12 cfs @ 12.54 hrs HW=119.92' (Free Discharge) 1=Culvert (Passes 0.12 cfs of 3.74 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.12 cfs @ 0.54 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=115.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 122HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.137 ac, 68.40% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.67' @ 12.07 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.50 cfs @ 12.07 hrs HW=121.65' (Free Discharge) 1=Culvert (Barrel Controls 0.50 cfs @ 1.93 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 123HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [81] Warning: Exceeded Pond CB-A by 0.45' @ 12.05 hrs Inflow Area = 0.337 ac, 81.00% Impervious, Inflow Depth = 3.64" for 10-Year event Inflow = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af Outflow = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 122.16' @ 12.07 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=1.32 cfs @ 12.07 hrs HW=122.09' (Free Discharge) 1=Culvert (Barrel Controls 1.32 cfs @ 3.77 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 124HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.247 ac, 79.87% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.99 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.16' @ 12.07 hrs Flood Elev= 119.84' Device Routing Invert Outlet Devices #1 Primary 117.49'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.49' / 117.25' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.96 cfs @ 12.07 hrs HW=118.14' (Free Discharge) 1=Culvert (Barrel Controls 0.96 cfs @ 2.51 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 125HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 - INVERTS NA Inflow Area = 0.130 ac, 74.28% Impervious, Inflow Depth = 3.47" for 10-Year event Inflow = 0.51 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.51 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.74' @ 12.07 hrs Flood Elev= 119.70' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.49 cfs @ 12.07 hrs HW=117.73' (Free Discharge) 1=Culvert (Barrel Controls 0.49 cfs @ 2.23 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 126HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.088 ac, 63.05% Impervious, Inflow Depth = 3.07" for 10-Year event Inflow = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af Outflow = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.07 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.88' @ 12.07 hrs Flood Elev= 121.17' Device Routing Invert Outlet Devices #1 Primary 118.57'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.57' / 118.29' S= 0.0093 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.30 cfs @ 12.07 hrs HW=118.88' (Free Discharge) 1=Culvert (Inlet Controls 0.30 cfs @ 1.49 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 127HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.113 ac, 86.59% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.47 cfs @ 12.07 hrs, Volume= 0.035 af Outflow = 0.47 cfs @ 12.07 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.07 hrs, Volume= 0.035 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.59' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 72.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=117.58' (Free Discharge) 1=Culvert (Inlet Controls 0.45 cfs @ 1.66 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 128HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.449 ac, 84.64% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af Outflow = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.07 hrs, Volume= 0.142 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.93' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 117.00'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.55' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.81 cfs @ 12.07 hrs HW=117.91' (Free Discharge) 1=Culvert (Barrel Controls 1.81 cfs @ 3.19 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 129HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.210 ac, 55.26% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow = 0.71 cfs @ 12.07 hrs, Volume= 0.050 af Outflow = 0.71 cfs @ 12.07 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary = 0.71 cfs @ 12.07 hrs, Volume= 0.050 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.70' @ 12.07 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.68 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 0.68 cfs @ 2.63 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 130HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.098 ac, 85.14% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af Outflow = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.62' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.22'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.22' / 118.08' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.07 hrs HW=118.61' (Free Discharge) 1=Culvert (Barrel Controls 0.39 cfs @ 2.08 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 131HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.167 ac, 56.05% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af Outflow = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.13' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0202 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.07 hrs HW=118.12' (Free Discharge) 1=Culvert (Inlet Controls 0.54 cfs @ 1.74 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 132HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.166 ac, 84.50% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.47' @ 12.07 hrs Flood Elev= 119.31' Device Routing Invert Outlet Devices #1 Primary 116.96'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.96' / 116.63' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.67 cfs @ 12.07 hrs HW=117.46' (Free Discharge) 1=Culvert (Barrel Controls 0.67 cfs @ 2.48 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 133HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.233 ac, 86.06% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af Outflow = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.07 hrs, Volume= 0.074 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.61' @ 12.07 hrs Flood Elev= 119.38' Device Routing Invert Outlet Devices #1 Primary 117.03'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.03' / 116.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Inlet Controls 0.94 cfs @ 2.03 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 134HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.165 ac, 83.41% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 0.52 cfs @ 12.19 hrs, Volume= 0.051 af Outflow = 0.52 cfs @ 12.19 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 12.19 hrs, Volume= 0.051 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.48' @ 12.19 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.06'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.06' / 116.68' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.52 cfs @ 12.19 hrs HW=117.48' (Free Discharge) 1=Culvert (Barrel Controls 0.52 cfs @ 2.43 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 135HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.233 ac, 85.43% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.67 cfs @ 12.25 hrs, Volume= 0.074 af Outflow = 0.67 cfs @ 12.25 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.25 hrs, Volume= 0.074 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.25 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.05'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.05' / 116.61' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.67 cfs @ 12.25 hrs HW=117.55' (Free Discharge) 1=Culvert (Barrel Controls 0.67 cfs @ 2.51 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 136HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.188 ac, 86.83% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.79 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.79 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.79 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.44' @ 12.07 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.76 cfs @ 12.07 hrs HW=118.43' (Free Discharge) 1=Culvert (Barrel Controls 0.76 cfs @ 2.60 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 137HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P6 Inflow Area = 0.402 ac, 80.21% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 1.62 cfs @ 12.07 hrs, Volume= 0.120 af Outflow = 1.62 cfs @ 12.07 hrs, Volume= 0.120 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.07 hrs, Volume= 0.120 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.73' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.56 cfs @ 12.07 hrs HW=118.71' (Free Discharge) 1=Culvert (Barrel Controls 1.56 cfs @ 3.12 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 138HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 - INVERTS NA Inflow Area = 0.091 ac, 66.82% Impervious, Inflow Depth = 3.17" for 10-Year event Inflow = 0.33 cfs @ 12.07 hrs, Volume= 0.024 af Outflow = 0.33 cfs @ 12.07 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.07 hrs, Volume= 0.024 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.62' @ 12.07 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.32 cfs @ 12.07 hrs HW=117.61' (Free Discharge) 1=Culvert (Inlet Controls 0.32 cfs @ 1.51 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 139HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.323 ac, 53.17% Impervious, Inflow Depth = 2.79" for 10-Year event Inflow = 1.05 cfs @ 12.08 hrs, Volume= 0.075 af Outflow = 1.05 cfs @ 12.08 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.05 cfs @ 12.08 hrs, Volume= 0.075 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.45' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.02 cfs @ 12.08 hrs HW=114.44' (Free Discharge) 1=Culvert (Inlet Controls 1.02 cfs @ 3.00 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 140HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 48.12% Impervious, Inflow Depth = 2.70" for 10-Year event Inflow = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af Outflow = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.08 hrs, Volume= 0.071 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.79' @ 12.08 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.97 cfs @ 12.08 hrs HW=114.78' (Free Discharge) 1=Culvert (Barrel Controls 0.97 cfs @ 4.14 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 141HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.239 ac, 67.55% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.90 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.20' @ 12.07 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.86 cfs @ 12.07 hrs HW=116.19' (Free Discharge) 1=Culvert (Inlet Controls 0.86 cfs @ 2.86 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 142HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.98% Impervious, Inflow Depth = 3.07" for 10-Year event Inflow = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af Outflow = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 12.07 hrs, Volume= 0.068 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.38' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.91 cfs @ 12.07 hrs HW=117.37' (Free Discharge) 1=Culvert (Inlet Controls 0.91 cfs @ 2.90 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 143HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.337 ac, 78.90% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af Outflow = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 1.36 cfs @ 12.07 hrs, Volume= 0.100 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.77' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.31 cfs @ 12.07 hrs HW=119.76' (Free Discharge) 1=Culvert (Inlet Controls 1.31 cfs @ 3.24 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 144HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.280 ac, 59.30% Impervious, Inflow Depth = 2.98" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.069 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.66' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=119.65' (Free Discharge) 1=Culvert (Inlet Controls 0.94 cfs @ 2.93 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 145HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 [81] Warning: Exceeded Pond CB1 by 0.10' @ 12.05 hrs [79] Warning: Submerged Pond CB2 Primary device # 1 INLET by 0.25' [79] Warning: Submerged Pond DMH2 Primary device # 1 OUTLET by 1.19' Inflow Area = 2.749 ac, 64.91% Impervious, Inflow Depth = 2.72" for 10-Year event Inflow = 8.54 cfs @ 12.07 hrs, Volume= 0.624 af Outflow = 8.54 cfs @ 12.07 hrs, Volume= 0.624 af, Atten= 0%, Lag= 0.0 min Primary = 8.54 cfs @ 12.07 hrs, Volume= 0.624 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.57' @ 12.07 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=8.23 cfs @ 12.07 hrs HW=114.53' (Free Discharge) 1=Culvert (Inlet Controls 8.23 cfs @ 4.93 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 146HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.45' [81] Warning: Exceeded Pond DMH-P9 by 0.02' @ 12.05 hrs Inflow Area = 0.599 ac, 79.54% Impervious, Inflow Depth = 3.59" for 10-Year event Inflow = 2.41 cfs @ 12.07 hrs, Volume= 0.179 af Outflow = 2.41 cfs @ 12.07 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary = 2.41 cfs @ 12.07 hrs, Volume= 0.179 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.42' @ 12.07 hrs Flood Elev= 120.88' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 116.43' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.32 cfs @ 12.07 hrs HW=117.41' (Free Discharge) 1=Culvert (Barrel Controls 2.32 cfs @ 2.59 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 147HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [81] Warning: Exceeded Pond DMH-1 by 1.01' @ 12.35 hrs [81] Warning: Exceeded Pond IB2 by 2.98' @ 8.30 hrs Inflow Area = 4.634 ac, 67.55% Impervious, Inflow Depth = 2.23" for 10-Year event Inflow = 9.73 cfs @ 12.09 hrs, Volume= 0.861 af Outflow = 9.73 cfs @ 12.09 hrs, Volume= 0.861 af, Atten= 0%, Lag= 0.0 min Primary = 9.73 cfs @ 12.09 hrs, Volume= 0.861 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.51' @ 12.09 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 113.92'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.92' / 108.58' S= 0.0518 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=9.53 cfs @ 12.09 hrs HW=115.47' (Free Discharge) 1=Culvert (Inlet Controls 9.53 cfs @ 5.40 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 148HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.12' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.09' Inflow Area = 0.682 ac, 85.13% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 2.85 cfs @ 12.07 hrs, Volume= 0.215 af Outflow = 2.85 cfs @ 12.07 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.0 min Primary = 2.85 cfs @ 12.07 hrs, Volume= 0.215 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.13' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.25'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.25' / 115.81' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.75 cfs @ 12.07 hrs HW=117.11' (Free Discharge) 1=Culvert (Barrel Controls 2.75 cfs @ 3.12 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 149HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 OUTLET by 0.26' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.62' Inflow Area = 1.317 ac, 83.68% Impervious, Inflow Depth = 3.72" for 10-Year event Inflow = 4.84 cfs @ 12.08 hrs, Volume= 0.408 af Outflow = 4.84 cfs @ 12.08 hrs, Volume= 0.408 af, Atten= 0%, Lag= 0.0 min Primary = 4.84 cfs @ 12.08 hrs, Volume= 0.408 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.89' @ 12.08 hrs Flood Elev= 120.46' Device Routing Invert Outlet Devices #1 Primary 115.78'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.78' / 115.16' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.71 cfs @ 12.08 hrs HW=116.87' (Free Discharge) 1=Culvert (Barrel Controls 4.71 cfs @ 3.90 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 150HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond DMH-P7 Primary device # 1 INLET by 0.47' Inflow Area = 1.382 ac, 75.99% Impervious, Inflow Depth = 3.48" for 10-Year event Inflow = 5.09 cfs @ 12.08 hrs, Volume= 0.401 af Outflow = 5.09 cfs @ 12.08 hrs, Volume= 0.401 af, Atten= 0%, Lag= 0.0 min Primary = 5.09 cfs @ 12.08 hrs, Volume= 0.401 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.08' @ 12.08 hrs Flood Elev= 119.68' Device Routing Invert Outlet Devices #1 Primary 114.88'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.88' / 114.31' S= 0.0037 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.94 cfs @ 12.08 hrs HW=116.06' (Free Discharge) 1=Culvert (Barrel Controls 4.94 cfs @ 3.71 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 151HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.47' Inflow Area = 1.173 ac, 79.69% Impervious, Inflow Depth = 3.59" for 10-Year event Inflow = 4.38 cfs @ 12.08 hrs, Volume= 0.351 af Outflow = 4.38 cfs @ 12.08 hrs, Volume= 0.351 af, Atten= 0%, Lag= 0.0 min Primary = 4.38 cfs @ 12.08 hrs, Volume= 0.351 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.61' @ 12.08 hrs Flood Elev= 120.49' Device Routing Invert Outlet Devices #1 Primary 115.59'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.59' / 114.80' S= 0.0071 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.26 cfs @ 12.08 hrs HW=116.60' (Free Discharge) 1=Culvert (Inlet Controls 4.26 cfs @ 2.70 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 152HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 INLET by 0.06' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.59' Inflow Area = 0.952 ac, 81.66% Impervious, Inflow Depth = 3.65" for 10-Year event Inflow = 3.55 cfs @ 12.08 hrs, Volume= 0.289 af Outflow = 3.55 cfs @ 12.08 hrs, Volume= 0.289 af, Atten= 0%, Lag= 0.0 min Primary = 3.55 cfs @ 12.08 hrs, Volume= 0.289 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.14' @ 12.08 hrs Flood Elev= 120.78' Device Routing Invert Outlet Devices #1 Primary 116.13'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.13' / 115.84' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.45 cfs @ 12.08 hrs HW=117.12' (Free Discharge) 1=Culvert (Barrel Controls 3.45 cfs @ 3.25 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 153HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 OUTLET by 0.14' Inflow Area = 0.335 ac, 75.45% Impervious, Inflow Depth = 3.44" for 10-Year event Inflow = 1.31 cfs @ 12.07 hrs, Volume= 0.096 af Outflow = 1.31 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.31 cfs @ 12.07 hrs, Volume= 0.096 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.40' @ 12.07 hrs Flood Elev= 121.09' Device Routing Invert Outlet Devices #1 Primary 116.84'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.84' / 116.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.26 cfs @ 12.07 hrs HW=117.39' (Free Discharge) 1=Culvert (Barrel Controls 1.26 cfs @ 2.72 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 154HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [81] Warning: Exceeded Pond CB3 by 0.98' @ 12.05 hrs [79] Warning: Submerged Pond CB4 Primary device # 1 INLET by 0.28' [79] Warning: Submerged Pond DMH3 Primary device # 1 INLET by 0.90' Inflow Area = 2.108 ac, 69.24% Impervious, Inflow Depth = 2.72" for 10-Year event Inflow = 6.48 cfs @ 12.07 hrs, Volume= 0.477 af Outflow = 6.48 cfs @ 12.07 hrs, Volume= 0.477 af, Atten= 0%, Lag= 0.0 min Primary = 6.48 cfs @ 12.07 hrs, Volume= 0.477 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.27' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=6.24 cfs @ 12.07 hrs HW=117.15' (Free Discharge) 1=Culvert (Barrel Controls 6.24 cfs @ 5.08 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 155HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [79] Warning: Submerged Pond BIO2 Primary device # 1 INLET by 2.91' [79] Warning: Submerged Pond DMH4 Primary device # 1 INLET by 2.65' Inflow Area = 1.606 ac, 70.69% Impervious, Inflow Depth = 2.57" for 10-Year event Inflow = 4.64 cfs @ 12.07 hrs, Volume= 0.344 af Outflow = 4.64 cfs @ 12.07 hrs, Volume= 0.344 af, Atten= 0%, Lag= 0.0 min Primary = 4.64 cfs @ 12.07 hrs, Volume= 0.344 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.52' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.46 cfs @ 12.07 hrs HW=119.31' (Free Discharge) 1=Culvert (Barrel Controls 4.46 cfs @ 5.68 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 156HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [79] Warning: Submerged Pond CB6 Primary device # 1 INLET by 0.25' [79] Warning: Submerged Pond CB7 Primary device # 1 INLET by 0.25' [79] Warning: Submerged Pond DMH5 Primary device # 1 INLET by 0.06' Inflow Area = 1.192 ac, 74.02% Impervious, Inflow Depth = 3.43" for 10-Year event Inflow = 4.64 cfs @ 12.07 hrs, Volume= 0.341 af Outflow = 4.64 cfs @ 12.07 hrs, Volume= 0.341 af, Atten= 0%, Lag= 0.0 min Primary = 4.64 cfs @ 12.07 hrs, Volume= 0.341 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.07 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.46 cfs @ 12.07 hrs HW=119.40' (Free Discharge) 1=Culvert (Barrel Controls 4.46 cfs @ 5.68 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 157HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [79] Warning: Submerged Pond STC-450i Primary device # 1 INLET by 0.20' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Outflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.27' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.22 cfs @ 12.07 hrs HW=120.24' (Free Discharge) 1=Culvert (Inlet Controls 2.22 cfs @ 4.06 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 158HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.22' Inflow Area = 1.886 ac, 78.33% Impervious, Inflow Depth = 3.56" for 10-Year event Inflow = 6.51 cfs @ 12.08 hrs, Volume= 0.560 af Outflow = 5.68 cfs @ 12.14 hrs, Volume= 0.527 af, Atten= 13%, Lag= 3.4 min Discarded = 0.10 cfs @ 12.14 hrs, Volume= 0.130 af Primary = 5.57 cfs @ 12.14 hrs, Volume= 0.398 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.72' @ 12.14 hrs Surf.Area= 3,002 sf Storage= 4,626 cf Flood Elev= 116.25' Surf.Area= 5,839 sf Storage= 14,970 cf Plug-Flow detention time= 112.8 min calculated for 0.526 af (94% of inflow) Center-of-Mass det. time= 81.5 min ( 867.1 - 785.6 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,970 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 516 249.0 0 0 516 112.00 1,379 279.0 913 913 1,804 113.00 2,295 305.0 1,818 2,731 3,047 114.00 3,305 338.0 2,785 5,515 4,766 115.00 4,402 363.0 3,840 9,356 6,204 116.10 5,839 418.0 5,614 14,970 9,649 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Primary 112.98'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.98' / 111.86' S= 0.0448 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #4 Primary 112.96'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.96' / 111.86' S= 0.0440 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #5 Secondary 113.98'12.0" Round Culvert X 2.00 L= 51.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.93' / 113.98' S= -0.0010 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 159HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.10 cfs @ 12.14 hrs HW=113.71' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=5.50 cfs @ 12.14 hrs HW=113.71' (Free Discharge) 3=Culvert (Inlet Controls 2.68 cfs @ 2.57 fps) 4=Culvert (Inlet Controls 2.82 cfs @ 2.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 160HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 1.886 ac, 71.39% Impervious, Inflow Depth = 3.34" for 10-Year event Inflow = 6.79 cfs @ 12.08 hrs, Volume= 0.524 af Outflow = 3.22 cfs @ 12.27 hrs, Volume= 0.479 af, Atten= 53%, Lag= 11.6 min Discarded = 0.18 cfs @ 12.27 hrs, Volume= 0.219 af Primary = 2.31 cfs @ 12.27 hrs, Volume= 0.237 af Secondary = 0.74 cfs @ 12.27 hrs, Volume= 0.023 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.32' @ 12.27 hrs Surf.Area= 4,856 sf Storage= 8,401 cf Flood Elev= 116.25' Surf.Area= 8,629 sf Storage= 26,899 cf Plug-Flow detention time= 194.9 min calculated for 0.479 af (91% of inflow) Center-of-Mass det. time= 151.3 min ( 943.4 - 792.1 ) Volume Invert Avail.Storage Storage Description #1 111.00' 26,899 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,599 239.0 0 0 2,599 112.00 3,376 258.0 2,979 2,979 3,390 113.00 4,491 334.0 3,920 6,899 6,983 114.00 5,672 380.0 5,070 11,969 9,621 115.00 7,024 428.0 6,336 18,305 12,734 116.10 8,629 475.0 8,594 26,899 16,147 Device Routing Invert Outlet Devices #1 Primary 112.06'12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.06' / 110.94' S= 0.0249 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 112.45'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 115.03'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 112.95'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.95' / 111.82' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #6 Tertiary 116.02'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 161HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.18 cfs @ 12.27 hrs HW=113.32' (Free Discharge) 4=Exfiltration ( Controls 0.18 cfs) Primary OutFlow Max=2.30 cfs @ 12.27 hrs HW=113.32' (Free Discharge) 1=Culvert (Passes 2.30 cfs of 2.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.30 cfs @ 3.17 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.73 cfs @ 12.27 hrs HW=113.32' (Free Discharge) 5=Culvert (Inlet Controls 0.73 cfs @ 1.82 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 162HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [79] Warning: Submerged Pond CB-B Primary device # 1 INLET by 0.06' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Outflow = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.07 hrs, Volume= 0.171 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.02' @ 12.07 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.22 cfs @ 12.07 hrs HW=120.99' (Free Discharge) 1=Culvert (Barrel Controls 2.22 cfs @ 4.51 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 163HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 0.82' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.24' Inflow Area = 1.484 ac, 80.57% Impervious, Inflow Depth = 3.63" for 10-Year event Inflow = 5.40 cfs @ 12.08 hrs, Volume= 0.449 af Outflow = 5.40 cfs @ 12.08 hrs, Volume= 0.449 af, Atten= 0%, Lag= 0.0 min Primary = 5.40 cfs @ 12.08 hrs, Volume= 0.449 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.05' @ 12.08 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.75'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.75' / 114.50' S= 0.0032 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.26 cfs @ 12.08 hrs HW=116.02' (Free Discharge) 1=Culvert (Barrel Controls 5.26 cfs @ 3.55 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 164HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond CB-P19 Primary device # 1 OUTLET by 1.19' [81] Warning: Exceeded Pond DMH-P6 by 0.92' @ 0.50 hrs Inflow Area = 1.495 ac, 76.78% Impervious, Inflow Depth = 3.50" for 10-Year event Inflow = 5.55 cfs @ 12.08 hrs, Volume= 0.437 af Outflow = 5.55 cfs @ 12.08 hrs, Volume= 0.437 af, Atten= 0%, Lag= 0.0 min Primary = 5.55 cfs @ 12.08 hrs, Volume= 0.437 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.97' @ 12.08 hrs Flood Elev= 120.93' Device Routing Invert Outlet Devices #1 Primary 115.80'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.80' / 113.89' S= 0.0503 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.40 cfs @ 12.08 hrs HW=116.95' (Free Discharge) 1=Culvert (Inlet Controls 5.40 cfs @ 2.88 fps) Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 165HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.157 ac, 93.84% Impervious, Inflow Depth = 4.01" for 10-Year event Inflow = 0.68 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.68 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.97' @ 12.07 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 27.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0362 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.65 cfs @ 12.07 hrs HW=114.96' (Free Discharge) 1=Culvert (Inlet Controls 0.65 cfs @ 1.83 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 166HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=18,023 sf 61.09% Impervious Runoff Depth=6.14"Subcatchment 2S: Bldg 1 Driveway Tc=5.0 min CN=87 Runoff=2.86 cfs 0.212 af Runoff Area=19,563 sf 84.64% Impervious Runoff Depth=6.96"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=94 Runoff=3.34 cfs 0.261 af Runoff Area=10,158 sf 86.06% Impervious Runoff Depth=6.96"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=1.73 cfs 0.135 af Runoff Area=10,161 sf 85.43% Impervious Runoff Depth=6.96"Subcatchment 8S: Central Parking (N-W-1) Flow Length=150' Tc=18.8 min CN=94 Runoff=1.20 cfs 0.135 af Runoff Area=17,491 sf 80.21% Impervious Runoff Depth=6.73"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=92 Runoff=2.94 cfs 0.225 af Runoff Area=28,684 sf 38.82% Impervious Runoff Depth=5.10"Subcatchment 12S: Western Wetland Flow Length=140' Tc=7.3 min CN=78 Runoff=3.68 cfs 0.280 af Runoff Area=7,274 sf 56.05% Impervious Runoff Depth=5.90"Subcatchment 13S: West Driveway (N-W-1) Tc=5.0 min CN=85 Runoff=1.12 cfs 0.082 af Runoff Area=4,901 sf 86.59% Impervious Runoff Depth=6.96"Subcatchment 14S: West Driveway (W-1) Tc=5.0 min CN=94 Runoff=0.84 cfs 0.065 af Runoff Area=5,959 sf 68.40% Impervious Runoff Depth=6.37"Subcatchment 15S: Area 15 Tc=5.0 min CN=89 Runoff=0.97 cfs 0.073 af Runoff Area=9,137 sf 55.26% Impervious Runoff Depth=5.90"Subcatchment 16S: Southwest Parking Tc=5.0 min CN=85 Runoff=1.41 cfs 0.103 af Runoff Area=8,723 sf 89.61% Impervious Runoff Depth=7.08"Subcatchment 17S: Area 16 Tc=5.0 min CN=95 Runoff=1.50 cfs 0.118 af Runoff Area=10,339 sf 74.54% Impervious Runoff Depth=6.61"Subcatchment 18S: Area 17 Tc=5.0 min CN=91 Runoff=1.72 cfs 0.131 af Runoff Area=10,663 sf 54.78% Impervious Runoff Depth=5.90"Subcatchment 20S: Infiltration Basin 1 Flow Length=160' Tc=14.3 min CN=85 Runoff=1.26 cfs 0.120 af Runoff Area=17,018 sf 50.73% Impervious Runoff Depth=5.67"Subcatchment 21S: Infiltration Basin 2 Tc=5.0 min CN=83 Runoff=2.55 cfs 0.185 af Runoff Area=14,694 sf 78.90% Impervious Runoff Depth=6.73"Subcatchment 22S: Area 18 Tc=5.0 min CN=92 Runoff=2.47 cfs 0.189 af Runoff Area=10,753 sf 79.87% Impervious Runoff Depth=6.73"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=92 Runoff=1.81 cfs 0.138 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 167HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Runoff Area=7,239 sf 84.50% Impervious Runoff Depth=6.96"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=1.24 cfs 0.096 af Runoff Area=7,192 sf 83.41% Impervious Runoff Depth=6.85"Subcatchment 27S: Central Parking (S-W-1) Flow Length=166' Tc=14.1 min CN=93 Runoff=0.94 cfs 0.094 af Runoff Area=8,211 sf 86.83% Impervious Runoff Depth=6.96"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=94 Runoff=1.40 cfs 0.109 af Runoff Area=3,945 sf 66.82% Impervious Runoff Depth=6.26"Subcatchment 29S: South Driveway (W-2) Tc=5.0 min CN=88 Runoff=0.64 cfs 0.047 af Runoff Area=5,658 sf 74.28% Impervious Runoff Depth=6.61"Subcatchment 30S: South Driveway (W-1) Tc=5.0 min CN=91 Runoff=0.94 cfs 0.072 af Runoff Area=4,252 sf 85.14% Impervious Runoff Depth=6.96"Subcatchment 31S: South Driveway (E-2) Tc=5.0 min CN=94 Runoff=0.73 cfs 0.057 af Runoff Area=3,829 sf 63.05% Impervious Runoff Depth=6.14"Subcatchment 32S: South Driveway (E-1) Tc=5.0 min CN=87 Runoff=0.61 cfs 0.045 af Runoff Area=12,198 sf 59.30% Impervious Runoff Depth=6.02"Subcatchment 33S: Area 19 Tc=5.0 min CN=86 Runoff=1.91 cfs 0.141 af Runoff Area=11,505 sf 61.98% Impervious Runoff Depth=6.14"Subcatchment 34S: Area 20 Tc=5.0 min CN=87 Runoff=1.83 cfs 0.135 af Runoff Area=10,397 sf 67.55% Impervious Runoff Depth=6.37"Subcatchment 35S: Area 21 Tc=5.0 min CN=89 Runoff=1.69 cfs 0.127 af Runoff Area=14,072 sf 53.17% Impervious Runoff Depth=5.79"Subcatchment 36S: Area 22 Tc=5.0 min CN=84 Runoff=2.14 cfs 0.156 af Runoff Area=13,833 sf 48.12% Impervious Runoff Depth=5.67"Subcatchment 37S: Area 23 Tc=5.0 min CN=83 Runoff=2.07 cfs 0.150 af Runoff Area=6,839 sf 93.84% Impervious Runoff Depth=7.20"Subcatchment 75S: North Parking Lot (W) Tc=5.0 min CN=96 Runoff=1.18 cfs 0.094 af Inflow=39.64 cfs 3.150 afReach 72R: Design Point 1 - Western Wetland Area Outflow=39.64 cfs 3.150 af Peak Elev=120.11' Storage=2,093 cf Inflow=2.86 cfs 0.212 afPond BIO2: BioRetention Basin 2 Discarded=0.12 cfs 0.136 af Primary=2.69 cfs 0.076 af Secondary=0.00 cfs 0.000 af Outflow=2.81 cfs 0.212 af Peak Elev=122.23' Inflow=0.97 cfs 0.073 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.97 cfs 0.073 af Peak Elev=124.64' Inflow=2.47 cfs 0.191 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.47 cfs 0.191 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 168HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=118.47' Inflow=1.81 cfs 0.138 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0034 '/' Outflow=1.81 cfs 0.138 af Peak Elev=117.93' Inflow=0.94 cfs 0.072 afPond CB-P10: CB-P10 - INVERTS NA 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.94 cfs 0.072 af Peak Elev=119.02' Inflow=0.61 cfs 0.045 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0093 '/' Outflow=0.61 cfs 0.045 af Peak Elev=117.73' Inflow=0.84 cfs 0.065 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=72.0' S=0.0200 '/' Outflow=0.84 cfs 0.065 af Peak Elev=118.91' Inflow=3.34 cfs 0.261 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0048 '/' Outflow=3.34 cfs 0.261 af Peak Elev=117.96' Inflow=1.41 cfs 0.103 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=1.41 cfs 0.103 af Peak Elev=118.76' Inflow=0.73 cfs 0.057 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0047 '/' Outflow=0.73 cfs 0.057 af Peak Elev=118.33' Inflow=1.12 cfs 0.082 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=124.0' S=0.0202 '/' Outflow=1.12 cfs 0.082 af Peak Elev=117.68' Inflow=1.24 cfs 0.096 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0047 '/' Outflow=1.24 cfs 0.096 af Peak Elev=117.87' Inflow=1.73 cfs 0.135 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0062 '/' Outflow=1.73 cfs 0.135 af Peak Elev=117.65' Inflow=0.94 cfs 0.094 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0055 '/' Outflow=0.94 cfs 0.094 af Peak Elev=117.75' Inflow=1.20 cfs 0.135 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0047 '/' Outflow=1.20 cfs 0.135 af Peak Elev=118.67' Inflow=1.40 cfs 0.109 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.40 cfs 0.109 af Peak Elev=119.48' Inflow=2.94 cfs 0.225 afPond CB-P8: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.94 cfs 0.225 af Peak Elev=117.76' Inflow=0.64 cfs 0.047 afPond CB-P9: CB-P9 - INVERTS NA 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.64 cfs 0.047 af Peak Elev=114.77' Inflow=2.14 cfs 0.156 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=2.14 cfs 0.156 af Peak Elev=115.11' Inflow=2.07 cfs 0.150 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=2.07 cfs 0.150 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 169HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=116.43' Inflow=1.69 cfs 0.127 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.69 cfs 0.127 af Peak Elev=117.62' Inflow=1.83 cfs 0.135 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.83 cfs 0.135 af Peak Elev=120.16' Inflow=2.47 cfs 0.189 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=2.47 cfs 0.189 af Peak Elev=119.93' Inflow=1.91 cfs 0.141 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.91 cfs 0.141 af Peak Elev=120.29' Inflow=19.09 cfs 1.295 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=19.09 cfs 1.295 af Peak Elev=117.76' Inflow=4.38 cfs 0.336 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0016 '/' Outflow=4.38 cfs 0.336 af Peak Elev=118.97' Inflow=22.12 cfs 1.816 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0518 '/' Outflow=22.12 cfs 1.816 af Peak Elev=117.47' Inflow=5.08 cfs 0.396 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0034 '/' Outflow=5.08 cfs 0.396 af Peak Elev=117.37' Inflow=8.75 cfs 0.756 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0049 '/' Outflow=8.75 cfs 0.756 af Peak Elev=116.63' Inflow=9.43 cfs 0.762 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0037 '/' Outflow=9.43 cfs 0.762 af Peak Elev=117.06' Inflow=8.02 cfs 0.659 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0071 '/' Outflow=8.02 cfs 0.659 af Peak Elev=117.55' Inflow=6.40 cfs 0.540 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0035 '/' Outflow=6.40 cfs 0.540 af Peak Elev=117.62' Inflow=2.42 cfs 0.183 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=2.42 cfs 0.183 af Peak Elev=128.48' Inflow=14.63 cfs 0.989 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=14.63 cfs 0.989 af Peak Elev=135.40' Inflow=11.14 cfs 0.727 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=11.14 cfs 0.727 af Peak Elev=124.77' Inflow=8.57 cfs 0.651 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=8.57 cfs 0.651 af Peak Elev=125.27' Inflow=4.19 cfs 0.322 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=4.19 cfs 0.322 af Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 170HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Peak Elev=114.03' Storage=5,617 cf Inflow=11.85 cfs 1.053 afPond IB1: Infiltration Basin 1 0.147 af Primary=10.47 cfs 0.872 af Secondary=0.01 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=10.60 cfs 1.019 af Peak Elev=113.97' Storage=11,775 cf Inflow=12.82 cfs 1.012 afPond IB2: Infiltration Basin 2 s 0.253 af Primary=3.54 cfs 0.522 af Secondary=4.85 cfs 0.181 af Tertiary=0.00 cfs 0.000 af Outflow=8.61 cfs 0.956 af Peak Elev=123.10' Inflow=4.19 cfs 0.322 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=4.19 cfs 0.322 af Peak Elev=116.63' Inflow=9.87 cfs 0.839 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0032 '/' Outflow=9.87 cfs 0.839 af Peak Elev=117.53' Inflow=10.27 cfs 0.827 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0503 '/' Outflow=10.27 cfs 0.827 af Peak Elev=115.15' Inflow=1.18 cfs 0.094 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=27.6' S=0.0362 '/' Outflow=1.18 cfs 0.094 af Total Runoff Area = 7.179 ac Runoff Volume = 3.775 af Average Runoff Depth = 6.31" 32.25% Pervious = 2.316 ac 67.75% Impervious = 4.863 ac Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 171HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Bldg 1 Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 2.86 cfs @ 12.07 hrs, Volume= 0.212 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,012 69 50-75% Grass cover, Fair, HSG B 10,043 98 Paved parking, HSG B 968 98 Water Surface, HSG B 18,023 87 Weighted Average 7,012 38.91% Pervious Area 11,011 61.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 172HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 16,559 98 Paved parking, HSG B 3,004 69 50-75% Grass cover, Fair, HSG B 19,563 94 Weighted Average 3,004 15.36% Pervious Area 16,559 84.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 173HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,742 98 Paved parking, HSG B 1,416 69 50-75% Grass cover, Fair, HSG B 10,158 94 Weighted Average 1,416 13.94% Pervious Area 8,742 86.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 174HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) Runoff = 1.20 cfs @ 12.25 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,681 98 Paved parking, HSG B 1,480 69 50-75% Grass cover, Fair, HSG B 10,161 94 Weighted Average 1,480 14.57% Pervious Area 8,681 85.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 20 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 30 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 18.8 150 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 175HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.94 cfs @ 12.07 hrs, Volume= 0.225 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,030 98 Paved parking, HSG B 3,461 69 50-75% Grass cover, Fair, HSG B 17,491 92 Weighted Average 3,461 19.79% Pervious Area 14,030 80.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 176HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Western Wetland Runoff = 3.68 cfs @ 12.11 hrs, Volume= 0.280 af, Depth= 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 11,089 69 50-75% Grass cover, Fair, HSG B 6,459 60 Woods, Fair, HSG B 11,136 98 Water Surface, HSG B 28,684 78 Weighted Average 17,548 61.18% Pervious Area 11,136 38.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 70 0.0430 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.3 140 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 177HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: West Driveway (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.12 cfs @ 12.07 hrs, Volume= 0.082 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,077 98 Paved parking, HSG B 3,197 69 50-75% Grass cover, Fair, HSG B 7,274 85 Weighted Average 3,197 43.95% Pervious Area 4,077 56.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 178HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: West Driveway (W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.84 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,244 98 Paved parking, HSG B 657 69 50-75% Grass cover, Fair, HSG B 4,901 94 Weighted Average 657 13.41% Pervious Area 4,244 86.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 179HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,076 98 Paved parking, HSG B 1,883 69 50-75% Grass cover, Fair, HSG B 5,959 89 Weighted Average 1,883 31.60% Pervious Area 4,076 68.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 180HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Southwest Parking [49] Hint: Tc<2dt may require smaller dt Runoff = 1.41 cfs @ 12.07 hrs, Volume= 0.103 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,049 98 Paved parking, HSG B 4,088 69 50-75% Grass cover, Fair, HSG B 9,137 85 Weighted Average 4,088 44.74% Pervious Area 5,049 55.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 181HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.50 cfs @ 12.07 hrs, Volume= 0.118 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,817 98 Paved parking, HSG B 906 69 50-75% Grass cover, Fair, HSG B 8,723 95 Weighted Average 906 10.39% Pervious Area 7,817 89.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5.0 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 182HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.07 hrs, Volume= 0.131 af, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,707 98 Paved parking, HSG B 2,632 69 50-75% Grass cover, Fair, HSG B 10,339 91 Weighted Average 2,632 25.46% Pervious Area 7,707 74.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 183HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Infiltration Basin 1 Runoff = 1.26 cfs @ 12.19 hrs, Volume= 0.120 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,822 69 50-75% Grass cover, Fair, HSG B 5,841 98 Water Surface, HSG B 10,663 85 Weighted Average 4,822 45.22% Pervious Area 5,841 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.3 160 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 184HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Infiltration Basin 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.55 cfs @ 12.07 hrs, Volume= 0.185 af, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,566 69 50-75% Grass cover, Fair, HSG B 8,634 98 Water Surface, HSG B 818 60 Woods, Fair, HSG B 17,018 83 Weighted Average 8,384 49.27% Pervious Area 8,634 50.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 185HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 11,593 98 Paved parking, HSG B 3,101 69 50-75% Grass cover, Fair, HSG B 14,694 92 Weighted Average 3,101 21.10% Pervious Area 11,593 78.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 186HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,588 98 Paved parking, HSG B 2,165 69 50-75% Grass cover, Fair, HSG B 10,753 92 Weighted Average 2,165 20.13% Pervious Area 8,588 79.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 187HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,117 98 Paved parking, HSG B 1,122 69 50-75% Grass cover, Fair, HSG B 7,239 94 Weighted Average 1,122 15.50% Pervious Area 6,117 84.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 188HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) Runoff = 0.94 cfs @ 12.19 hrs, Volume= 0.094 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,999 98 Paved parking, HSG B 1,193 69 50-75% Grass cover, Fair, HSG B 7,192 93 Weighted Average 1,193 16.59% Pervious Area 5,999 83.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 34 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 32 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.1 166 Total Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 189HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.40 cfs @ 12.07 hrs, Volume= 0.109 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,130 98 Paved parking, HSG B 1,081 69 50-75% Grass cover, Fair, HSG B 8,211 94 Weighted Average 1,081 13.17% Pervious Area 7,130 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 190HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: South Driveway (W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,636 98 Paved parking, HSG B 1,309 69 50-75% Grass cover, Fair, HSG B 3,945 88 Weighted Average 1,309 33.18% Pervious Area 2,636 66.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 191HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.94 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,203 98 Paved parking, HSG B 1,455 69 50-75% Grass cover, Fair, HSG B 5,658 91 Weighted Average 1,455 25.72% Pervious Area 4,203 74.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 192HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,620 98 Paved parking, HSG B 632 69 50-75% Grass cover, Fair, HSG B 4,252 94 Weighted Average 632 14.86% Pervious Area 3,620 85.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 193HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,414 98 Paved parking, HSG B 1,415 69 50-75% Grass cover, Fair, HSG B 3,829 87 Weighted Average 1,415 36.95% Pervious Area 2,414 63.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 194HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af, Depth= 6.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,233 98 Paved parking, HSG B 4,965 69 50-75% Grass cover, Fair, HSG B 12,198 86 Weighted Average 4,965 40.70% Pervious Area 7,233 59.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 195HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,131 98 Paved parking, HSG B 4,374 69 50-75% Grass cover, Fair, HSG B 11,505 87 Weighted Average 4,374 38.02% Pervious Area 7,131 61.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 196HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,023 98 Paved parking, HSG B 3,374 69 50-75% Grass cover, Fair, HSG B 10,397 89 Weighted Average 3,374 32.45% Pervious Area 7,023 67.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 197HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 36S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.14 cfs @ 12.07 hrs, Volume= 0.156 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,482 98 Paved parking, HSG B 6,590 69 50-75% Grass cover, Fair, HSG B 14,072 84 Weighted Average 6,590 46.83% Pervious Area 7,482 53.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 198HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,656 98 Paved parking, HSG B 7,177 69 50-75% Grass cover, Fair, HSG B 13,833 83 Weighted Average 7,177 51.88% Pervious Area 6,656 48.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 mins Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 199HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.18 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 7.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 421 69 50-75% Grass cover, Fair, HSG B 6,418 98 Paved parking, HSG B 6,839 96 Weighted Average 421 6.16% Pervious Area 6,418 93.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 200HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.179 ac, 67.75% Impervious, Inflow Depth = 5.26" for 100-Year event Inflow = 39.64 cfs @ 12.10 hrs, Volume= 3.150 af Outflow = 39.64 cfs @ 12.10 hrs, Volume= 3.150 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 201HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BioRetention Basin 2 [58] Hint: Peaked 0.61' above defined flood level Inflow Area = 0.414 ac, 61.09% Impervious, Inflow Depth = 6.14" for 100-Year event Inflow = 2.86 cfs @ 12.07 hrs, Volume= 0.212 af Outflow = 2.81 cfs @ 12.09 hrs, Volume= 0.212 af, Atten= 2%, Lag= 1.3 min Discarded = 0.12 cfs @ 12.09 hrs, Volume= 0.136 af Primary = 2.69 cfs @ 12.09 hrs, Volume= 0.076 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.11' @ 12.09 hrs Surf.Area= 1,082 sf Storage= 2,093 cf Flood Elev= 119.50' Surf.Area= 663 sf Storage= 1,563 cf Plug-Flow detention time= 122.6 min calculated for 0.211 af (100% of inflow) Center-of-Mass det. time= 122.7 min ( 908.1 - 785.4 ) Volume Invert Avail.Storage Storage Description #1 115.99' 4,299 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 115.99 2,649 270.0 0.0 0 0 2,649 116.00 2,609 262.0 20.0 5 5 2,988 117.99 2,609 262.0 20.0 1,038 1,044 3,509 118.00 132 63.0 100.0 11 1,055 8,656 119.00 388 98.0 100.0 249 1,304 9,111 120.00 1,012 204.0 100.0 676 1,979 11,663 121.00 1,747 224.0 100.0 1,363 3,342 12,377 121.50 2,088 232.0 100.0 957 4,299 12,689 Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 176.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.44' / 116.30' S= 0.0008 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 119.89'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 115.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 121.40'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 202HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.12 cfs @ 12.09 hrs HW=120.11' (Free Discharge) 3=Exfiltration ( Controls 0.12 cfs) Primary OutFlow Max=2.63 cfs @ 12.09 hrs HW=120.11' (Free Discharge) 1=Culvert (Passes 2.63 cfs of 3.87 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.63 cfs @ 1.52 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=115.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 203HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.137 ac, 68.40% Impervious, Inflow Depth = 6.37" for 100-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 122.23' @ 12.07 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=122.18' (Free Discharge) 1=Culvert (Barrel Controls 0.94 cfs @ 2.68 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 204HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [81] Warning: Exceeded Pond CB-A by 2.30' @ 12.05 hrs Inflow Area = 0.337 ac, 81.00% Impervious, Inflow Depth = 6.79" for 100-Year event Inflow = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af Outflow = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.0 min Primary = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 124.64' @ 12.07 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf Primary OutFlow Max=2.38 cfs @ 12.07 hrs HW=124.42' (Free Discharge) 1=Culvert (Barrel Controls 2.38 cfs @ 6.82 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 205HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.247 ac, 79.87% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af Outflow = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 min Primary = 1.81 cfs @ 12.07 hrs, Volume= 0.138 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.47' @ 12.07 hrs Flood Elev= 119.84' Device Routing Invert Outlet Devices #1 Primary 117.49'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.49' / 117.25' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.74 cfs @ 12.07 hrs HW=118.44' (Free Discharge) 1=Culvert (Barrel Controls 1.74 cfs @ 2.91 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 206HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 - INVERTS NA Inflow Area = 0.130 ac, 74.28% Impervious, Inflow Depth = 6.61" for 100-Year event Inflow = 0.94 cfs @ 12.07 hrs, Volume= 0.072 af Outflow = 0.94 cfs @ 12.07 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 12.07 hrs, Volume= 0.072 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.93' @ 12.07 hrs Flood Elev= 119.70' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.91 cfs @ 12.07 hrs HW=117.91' (Free Discharge) 1=Culvert (Barrel Controls 0.91 cfs @ 2.59 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 207HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.088 ac, 63.05% Impervious, Inflow Depth = 6.14" for 100-Year event Inflow = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af Outflow = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.07 hrs, Volume= 0.045 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.02' @ 12.07 hrs Flood Elev= 121.17' Device Routing Invert Outlet Devices #1 Primary 118.57'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.57' / 118.29' S= 0.0093 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.59 cfs @ 12.07 hrs HW=119.01' (Free Discharge) 1=Culvert (Inlet Controls 0.59 cfs @ 1.78 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 208HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.113 ac, 86.59% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 0.84 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.84 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.73' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 72.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.81 cfs @ 12.07 hrs HW=117.72' (Free Discharge) 1=Culvert (Inlet Controls 0.81 cfs @ 1.94 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 209HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.449 ac, 84.64% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af Outflow = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Primary = 3.34 cfs @ 12.07 hrs, Volume= 0.261 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.91' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 117.00'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.55' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.22 cfs @ 12.07 hrs HW=118.82' (Free Discharge) 1=Culvert (Barrel Controls 3.22 cfs @ 4.10 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 210HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.210 ac, 55.26% Impervious, Inflow Depth = 5.90" for 100-Year event Inflow = 1.41 cfs @ 12.07 hrs, Volume= 0.103 af Outflow = 1.41 cfs @ 12.07 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 12.07 hrs, Volume= 0.103 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.96' @ 12.07 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.36 cfs @ 12.07 hrs HW=117.94' (Free Discharge) 1=Culvert (Barrel Controls 1.36 cfs @ 3.05 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 211HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.098 ac, 85.14% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.057 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.76' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.22'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.22' / 118.08' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.70 cfs @ 12.07 hrs HW=118.75' (Free Discharge) 1=Culvert (Barrel Controls 0.70 cfs @ 2.40 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 212HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.167 ac, 56.05% Impervious, Inflow Depth = 5.90" for 100-Year event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 0.082 af Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 12.07 hrs, Volume= 0.082 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.33' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 124.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0202 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.08 cfs @ 12.07 hrs HW=118.32' (Free Discharge) 1=Culvert (Inlet Controls 1.08 cfs @ 2.12 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 213HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.166 ac, 84.50% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af Outflow = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.24 cfs @ 12.07 hrs, Volume= 0.096 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.68' @ 12.07 hrs Flood Elev= 119.31' Device Routing Invert Outlet Devices #1 Primary 116.96'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.96' / 116.63' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.19 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 1.19 cfs @ 2.85 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 214HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.233 ac, 86.06% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.87' @ 12.07 hrs Flood Elev= 119.38' Device Routing Invert Outlet Devices #1 Primary 117.03'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.03' / 116.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.67 cfs @ 12.07 hrs HW=117.85' (Free Discharge) 1=Culvert (Inlet Controls 1.67 cfs @ 2.43 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 215HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.165 ac, 83.41% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 0.94 cfs @ 12.19 hrs, Volume= 0.094 af Outflow = 0.94 cfs @ 12.19 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 12.19 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.65' @ 12.19 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.06'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.06' / 116.68' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.93 cfs @ 12.19 hrs HW=117.65' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.80 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 216HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.233 ac, 85.43% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.20 cfs @ 12.25 hrs, Volume= 0.135 af Outflow = 1.20 cfs @ 12.25 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.20 cfs @ 12.25 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.75' @ 12.25 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.05'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.05' / 116.61' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.20 cfs @ 12.25 hrs HW=117.75' (Free Discharge) 1=Culvert (Barrel Controls 1.20 cfs @ 2.89 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 217HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.188 ac, 86.83% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.40 cfs @ 12.07 hrs, Volume= 0.109 af Outflow = 1.40 cfs @ 12.07 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Primary = 1.40 cfs @ 12.07 hrs, Volume= 0.109 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.67' @ 12.07 hrs Flood Elev= 119.41' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.35 cfs @ 12.07 hrs HW=118.65' (Free Discharge) 1=Culvert (Barrel Controls 1.35 cfs @ 2.98 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 218HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P6 [58] Hint: Peaked 0.03' above defined flood level Inflow Area = 0.402 ac, 80.21% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 2.94 cfs @ 12.07 hrs, Volume= 0.225 af Outflow = 2.94 cfs @ 12.07 hrs, Volume= 0.225 af, Atten= 0%, Lag= 0.0 min Primary = 2.94 cfs @ 12.07 hrs, Volume= 0.225 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.48' @ 12.07 hrs Flood Elev= 119.45' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.83 cfs @ 12.07 hrs HW=119.41' (Free Discharge) 1=Culvert (Barrel Controls 2.83 cfs @ 3.61 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 219HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 - INVERTS NA Inflow Area = 0.091 ac, 66.82% Impervious, Inflow Depth = 6.26" for 100-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.76' @ 12.07 hrs Flood Elev= 119.61' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.75' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.61 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 220HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.323 ac, 53.17% Impervious, Inflow Depth = 5.79" for 100-Year event Inflow = 2.14 cfs @ 12.07 hrs, Volume= 0.156 af Outflow = 2.14 cfs @ 12.07 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Primary = 2.14 cfs @ 12.07 hrs, Volume= 0.156 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.77' @ 12.07 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.07 cfs @ 12.07 hrs HW=114.75' (Free Discharge) 1=Culvert (Inlet Controls 2.07 cfs @ 3.82 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 221HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 48.12% Impervious, Inflow Depth = 5.67" for 100-Year event Inflow = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af Outflow = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Primary = 2.07 cfs @ 12.07 hrs, Volume= 0.150 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.11' @ 12.07 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.00 cfs @ 12.07 hrs HW=115.08' (Free Discharge) 1=Culvert (Barrel Controls 2.00 cfs @ 4.79 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 222HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.239 ac, 67.55% Impervious, Inflow Depth = 6.37" for 100-Year event Inflow = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af Outflow = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Primary = 1.69 cfs @ 12.07 hrs, Volume= 0.127 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.43' @ 12.07 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.63 cfs @ 12.07 hrs HW=116.41' (Free Discharge) 1=Culvert (Barrel Controls 1.63 cfs @ 4.76 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 223HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.98% Impervious, Inflow Depth = 6.14" for 100-Year event Inflow = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.83 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.62' @ 12.07 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.76 cfs @ 12.07 hrs HW=117.61' (Free Discharge) 1=Culvert (Inlet Controls 1.76 cfs @ 3.58 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 224HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.337 ac, 78.90% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af Outflow = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min Primary = 2.47 cfs @ 12.07 hrs, Volume= 0.189 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.16' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=2.38 cfs @ 12.07 hrs HW=120.12' (Free Discharge) 1=Culvert (Inlet Controls 2.38 cfs @ 4.36 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 225HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.280 ac, 59.30% Impervious, Inflow Depth = 6.02" for 100-Year event Inflow = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af Outflow = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Primary = 1.91 cfs @ 12.07 hrs, Volume= 0.141 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.93' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=1.84 cfs @ 12.07 hrs HW=119.91' (Free Discharge) 1=Culvert (Inlet Controls 1.84 cfs @ 3.64 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 226HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 [58] Hint: Peaked 1.85' above defined flood level [81] Warning: Exceeded Pond CB1 by 4.97' @ 12.05 hrs [81] Warning: Exceeded Pond CB2 by 4.63' @ 12.05 hrs [79] Warning: Submerged Pond DMH2 Primary device # 1 INLET by 4.62' Inflow Area = 2.749 ac, 64.91% Impervious, Inflow Depth = 5.65" for 100-Year event Inflow = 19.09 cfs @ 12.07 hrs, Volume= 1.295 af Outflow = 19.09 cfs @ 12.07 hrs, Volume= 1.295 af, Atten= 0%, Lag= 0.0 min Primary = 19.09 cfs @ 12.07 hrs, Volume= 1.295 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.29' @ 12.07 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=18.22 cfs @ 12.07 hrs HW=119.71' (Free Discharge) 1=Culvert (Barrel Controls 18.22 cfs @ 10.31 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 227HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [81] Warning: Exceeded Pond CB-P3 by 0.07' @ 12.05 hrs [81] Warning: Exceeded Pond DMH-P9 by 0.13' @ 12.05 hrs Inflow Area = 0.599 ac, 79.54% Impervious, Inflow Depth = 6.74" for 100-Year event Inflow = 4.38 cfs @ 12.07 hrs, Volume= 0.336 af Outflow = 4.38 cfs @ 12.07 hrs, Volume= 0.336 af, Atten= 0%, Lag= 0.0 min Primary = 4.38 cfs @ 12.07 hrs, Volume= 0.336 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.76' @ 12.07 hrs Flood Elev= 120.88' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 116.43' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.22 cfs @ 12.07 hrs HW=117.73' (Free Discharge) 1=Culvert (Barrel Controls 4.22 cfs @ 3.07 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 228HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [58] Hint: Peaked 2.97' above defined flood level [81] Warning: Exceeded Pond DMH-1 by 1.46' @ 12.20 hrs [81] Warning: Exceeded Pond IB2 by 5.03' @ 12.05 hrs Inflow Area = 4.634 ac, 67.55% Impervious, Inflow Depth = 4.70" for 100-Year event Inflow = 22.12 cfs @ 12.08 hrs, Volume= 1.816 af Outflow = 22.12 cfs @ 12.08 hrs, Volume= 1.816 af, Atten= 0%, Lag= 0.0 min Primary = 22.12 cfs @ 12.08 hrs, Volume= 1.816 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.97' @ 12.08 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 113.92'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.92' / 108.58' S= 0.0518 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=21.52 cfs @ 12.08 hrs HW=118.77' (Free Discharge) 1=Culvert (Inlet Controls 21.52 cfs @ 12.18 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 229HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.45' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.42' Inflow Area = 0.682 ac, 85.13% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 5.08 cfs @ 12.07 hrs, Volume= 0.396 af Outflow = 5.08 cfs @ 12.07 hrs, Volume= 0.396 af, Atten= 0%, Lag= 0.0 min Primary = 5.08 cfs @ 12.07 hrs, Volume= 0.396 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.47' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.25'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.25' / 115.81' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.89 cfs @ 12.07 hrs HW=117.44' (Free Discharge) 1=Culvert (Barrel Controls 4.89 cfs @ 3.60 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 230HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 INLET by 0.29' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 1.09' Inflow Area = 1.317 ac, 83.68% Impervious, Inflow Depth = 6.89" for 100-Year event Inflow = 8.75 cfs @ 12.07 hrs, Volume= 0.756 af Outflow = 8.75 cfs @ 12.07 hrs, Volume= 0.756 af, Atten= 0%, Lag= 0.0 min Primary = 8.75 cfs @ 12.07 hrs, Volume= 0.756 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.37' @ 12.07 hrs Flood Elev= 120.46' Device Routing Invert Outlet Devices #1 Primary 115.78'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.78' / 115.16' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=8.45 cfs @ 12.07 hrs HW=117.34' (Free Discharge) 1=Culvert (Barrel Controls 8.45 cfs @ 4.44 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 231HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond DMH-P7 Primary device # 1 INLET by 1.00' Inflow Area = 1.382 ac, 75.99% Impervious, Inflow Depth = 6.61" for 100-Year event Inflow = 9.43 cfs @ 12.07 hrs, Volume= 0.762 af Outflow = 9.43 cfs @ 12.07 hrs, Volume= 0.762 af, Atten= 0%, Lag= 0.0 min Primary = 9.43 cfs @ 12.07 hrs, Volume= 0.762 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.63' @ 12.07 hrs Flood Elev= 119.68' Device Routing Invert Outlet Devices #1 Primary 114.88'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.88' / 114.31' S= 0.0037 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=9.11 cfs @ 12.07 hrs HW=116.59' (Free Discharge) 1=Culvert (Barrel Controls 9.11 cfs @ 4.28 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 232HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.89' Inflow Area = 1.173 ac, 79.69% Impervious, Inflow Depth = 6.74" for 100-Year event Inflow = 8.02 cfs @ 12.07 hrs, Volume= 0.659 af Outflow = 8.02 cfs @ 12.07 hrs, Volume= 0.659 af, Atten= 0%, Lag= 0.0 min Primary = 8.02 cfs @ 12.07 hrs, Volume= 0.659 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.06' @ 12.07 hrs Flood Elev= 120.49' Device Routing Invert Outlet Devices #1 Primary 115.59'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.59' / 114.80' S= 0.0071 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=7.75 cfs @ 12.07 hrs HW=117.02' (Free Discharge) 1=Culvert (Inlet Controls 7.75 cfs @ 3.22 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 233HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [81] Warning: Exceeded Pond CB-P5 by 0.01' @ 12.05 hrs [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.99' Inflow Area = 0.952 ac, 81.66% Impervious, Inflow Depth = 6.81" for 100-Year event Inflow = 6.40 cfs @ 12.08 hrs, Volume= 0.540 af Outflow = 6.40 cfs @ 12.08 hrs, Volume= 0.540 af, Atten= 0%, Lag= 0.0 min Primary = 6.40 cfs @ 12.08 hrs, Volume= 0.540 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.08 hrs Flood Elev= 120.78' Device Routing Invert Outlet Devices #1 Primary 116.13'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.13' / 115.84' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.23 cfs @ 12.08 hrs HW=117.52' (Free Discharge) 1=Culvert (Barrel Controls 6.23 cfs @ 3.76 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 234HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 INLET by 0.12' Inflow Area = 0.335 ac, 75.45% Impervious, Inflow Depth = 6.57" for 100-Year event Inflow = 2.42 cfs @ 12.07 hrs, Volume= 0.183 af Outflow = 2.42 cfs @ 12.07 hrs, Volume= 0.183 af, Atten= 0%, Lag= 0.0 min Primary = 2.42 cfs @ 12.07 hrs, Volume= 0.183 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.62' @ 12.07 hrs Flood Elev= 121.09' Device Routing Invert Outlet Devices #1 Primary 116.84'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.84' / 116.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.33 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Barrel Controls 2.33 cfs @ 3.15 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 235HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 9.13' above defined flood level [81] Warning: Exceeded Pond CB3 by 11.36' @ 12.10 hrs [81] Warning: Exceeded Pond CB4 by 10.17' @ 12.10 hrs [79] Warning: Submerged Pond DMH3 Primary device # 1 INLET by 11.49' Inflow Area = 2.108 ac, 69.24% Impervious, Inflow Depth = 5.63" for 100-Year event Inflow = 14.63 cfs @ 12.08 hrs, Volume= 0.989 af Outflow = 14.63 cfs @ 12.08 hrs, Volume= 0.989 af, Atten= 0%, Lag= 0.0 min Primary = 14.63 cfs @ 12.08 hrs, Volume= 0.989 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 128.48' @ 12.08 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=14.17 cfs @ 12.08 hrs HW=127.74' (Free Discharge) 1=Culvert (Barrel Controls 14.17 cfs @ 11.55 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 236HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 14.74' above defined flood level [81] Warning: Exceeded Pond BIO2 by 14.41' @ 12.10 hrs [81] Warning: Exceeded Pond BIO2 by 14.41' @ 12.10 hrs [81] Warning: Exceeded Pond DMH4 by 10.40' @ 12.10 hrs Inflow Area = 1.606 ac, 70.69% Impervious, Inflow Depth = 5.43" for 100-Year event Inflow = 11.14 cfs @ 12.08 hrs, Volume= 0.727 af Outflow = 11.14 cfs @ 12.08 hrs, Volume= 0.727 af, Atten= 0%, Lag= 0.0 min Primary = 11.14 cfs @ 12.08 hrs, Volume= 0.727 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 135.40' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=10.78 cfs @ 12.08 hrs HW=134.36' (Free Discharge) 1=Culvert (Barrel Controls 10.78 cfs @ 13.73 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 237HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 2.95' above defined flood level [81] Warning: Exceeded Pond CB6 by 4.31' @ 12.05 hrs [81] Warning: Exceeded Pond CB7 by 4.53' @ 12.05 hrs [79] Warning: Submerged Pond DMH5 Primary device # 1 INLET by 5.07' Inflow Area = 1.192 ac, 74.02% Impervious, Inflow Depth = 6.56" for 100-Year event Inflow = 8.57 cfs @ 12.07 hrs, Volume= 0.651 af Outflow = 8.57 cfs @ 12.07 hrs, Volume= 0.651 af, Atten= 0%, Lag= 0.0 min Primary = 8.57 cfs @ 12.07 hrs, Volume= 0.651 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 124.77' @ 12.07 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=8.26 cfs @ 12.07 hrs HW=124.31' (Free Discharge) 1=Culvert (Barrel Controls 8.26 cfs @ 10.51 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 238HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 0.75' above defined flood level [81] Warning: Exceeded Pond STC-450i by 1.96' @ 12.05 hrs Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 6.72" for 100-Year event Inflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Outflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Primary = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 125.27' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=4.04 cfs @ 12.07 hrs HW=124.79' (Free Discharge) 1=Culvert (Barrel Controls 4.04 cfs @ 7.40 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 239HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.52' Inflow Area = 1.886 ac, 78.33% Impervious, Inflow Depth = 6.70" for 100-Year event Inflow = 11.85 cfs @ 12.08 hrs, Volume= 1.053 af Outflow = 10.60 cfs @ 12.13 hrs, Volume= 1.019 af, Atten= 11%, Lag= 2.9 min Discarded = 0.11 cfs @ 12.13 hrs, Volume= 0.147 af Primary = 10.47 cfs @ 12.13 hrs, Volume= 0.872 af Secondary = 0.01 cfs @ 12.13 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.03' @ 12.13 hrs Surf.Area= 3,336 sf Storage= 5,617 cf Flood Elev= 116.25' Surf.Area= 5,839 sf Storage= 14,970 cf Plug-Flow detention time= 72.8 min calculated for 1.019 af (97% of inflow) Center-of-Mass det. time= 53.2 min ( 823.8 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,970 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 516 249.0 0 0 516 112.00 1,379 279.0 913 913 1,804 113.00 2,295 305.0 1,818 2,731 3,047 114.00 3,305 338.0 2,785 5,515 4,766 115.00 4,402 363.0 3,840 9,356 6,204 116.10 5,839 418.0 5,614 14,970 9,649 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Primary 112.98'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.98' / 111.86' S= 0.0448 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #4 Primary 112.96'24.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.96' / 111.86' S= 0.0440 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #5 Secondary 113.98'12.0" Round Culvert X 2.00 L= 51.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.93' / 113.98' S= -0.0010 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 240HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.11 cfs @ 12.13 hrs HW=114.02' (Free Discharge) 1=Exfiltration ( Controls 0.11 cfs) Primary OutFlow Max=10.31 cfs @ 12.13 hrs HW=114.02' (Free Discharge) 3=Culvert (Inlet Controls 5.07 cfs @ 3.07 fps) 4=Culvert (Inlet Controls 5.24 cfs @ 3.09 fps) Secondary OutFlow Max=0.01 cfs @ 12.13 hrs HW=114.02' (Free Discharge) 5=Culvert (Barrel Controls 0.01 cfs @ 0.29 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 241HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 [79] Warning: Submerged Pond WQU-P2 Primary device # 1 OUTLET by 0.07' Inflow Area = 1.886 ac, 71.39% Impervious, Inflow Depth = 6.44" for 100-Year event Inflow = 12.82 cfs @ 12.07 hrs, Volume= 1.012 af Outflow = 8.61 cfs @ 12.17 hrs, Volume= 0.956 af, Atten= 33%, Lag= 5.8 min Discarded = 0.22 cfs @ 12.17 hrs, Volume= 0.253 af Primary = 3.54 cfs @ 12.17 hrs, Volume= 0.522 af Secondary = 4.85 cfs @ 12.17 hrs, Volume= 0.181 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.97' @ 12.17 hrs Surf.Area= 5,629 sf Storage= 11,775 cf Flood Elev= 116.25' Surf.Area= 8,629 sf Storage= 26,899 cf Plug-Flow detention time= 122.3 min calculated for 0.954 af (94% of inflow) Center-of-Mass det. time= 92.1 min ( 868.0 - 775.8 ) Volume Invert Avail.Storage Storage Description #1 111.00' 26,899 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,599 239.0 0 0 2,599 112.00 3,376 258.0 2,979 2,979 3,390 113.00 4,491 334.0 3,920 6,899 6,983 114.00 5,672 380.0 5,070 11,969 9,621 115.00 7,024 428.0 6,336 18,305 12,734 116.10 8,629 475.0 8,594 26,899 16,147 Device Routing Invert Outlet Devices #1 Primary 112.06'12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.06' / 110.94' S= 0.0249 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 112.45'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 115.03'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 112.95'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 112.95' / 111.82' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #6 Tertiary 116.02'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 242HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.22 cfs @ 12.17 hrs HW=113.95' (Free Discharge) 4=Exfiltration ( Controls 0.22 cfs) Primary OutFlow Max=3.52 cfs @ 12.17 hrs HW=113.95' (Free Discharge) 1=Culvert (Inlet Controls 3.52 cfs @ 4.49 fps) 2=Orifice/Grate (Passes 3.52 cfs of 3.79 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=4.75 cfs @ 12.17 hrs HW=113.95' (Free Discharge) 5=Culvert (Inlet Controls 4.75 cfs @ 3.01 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 243HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [79] Warning: Submerged Pond CB-B Primary device # 1 INLET by 2.04' Inflow Area = 0.574 ac, 78.33% Impervious, Inflow Depth = 6.72" for 100-Year event Inflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Outflow = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Primary = 4.19 cfs @ 12.07 hrs, Volume= 0.322 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 123.10' @ 12.07 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.55 sf Primary OutFlow Max=4.04 cfs @ 12.07 hrs HW=122.92' (Free Discharge) 1=Culvert (Barrel Controls 4.04 cfs @ 7.40 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 244HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 1.39' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.81' Inflow Area = 1.484 ac, 80.57% Impervious, Inflow Depth = 6.78" for 100-Year event Inflow = 9.87 cfs @ 12.07 hrs, Volume= 0.839 af Outflow = 9.87 cfs @ 12.07 hrs, Volume= 0.839 af, Atten= 0%, Lag= 0.0 min Primary = 9.87 cfs @ 12.07 hrs, Volume= 0.839 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.63' @ 12.07 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.75'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.75' / 114.50' S= 0.0032 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=9.53 cfs @ 12.07 hrs HW=116.59' (Free Discharge) 1=Culvert (Barrel Controls 9.53 cfs @ 4.13 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 245HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond CB-P19 Primary device # 1 INLET by 0.29' [81] Warning: Exceeded Pond DMH-P6 by 0.92' @ 0.50 hrs Inflow Area = 1.495 ac, 76.78% Impervious, Inflow Depth = 6.64" for 100-Year event Inflow = 10.27 cfs @ 12.07 hrs, Volume= 0.827 af Outflow = 10.27 cfs @ 12.07 hrs, Volume= 0.827 af, Atten= 0%, Lag= 0.0 min Primary = 10.27 cfs @ 12.07 hrs, Volume= 0.827 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.53' @ 12.07 hrs Flood Elev= 120.93' Device Routing Invert Outlet Devices #1 Primary 115.80'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.80' / 113.89' S= 0.0503 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=9.91 cfs @ 12.07 hrs HW=117.49' (Free Discharge) 1=Culvert (Inlet Controls 9.91 cfs @ 3.50 fps) Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-1 Printed 1/17/2020Prepared by Tighe & Bond Page 246HydroCAD® 10.00-20 s/n 03437 © 2017 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.157 ac, 93.84% Impervious, Inflow Depth = 7.20" for 100-Year event Inflow = 1.18 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.18 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.18 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.15' @ 12.07 hrs Flood Elev= 120.60' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 27.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0362 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.14 cfs @ 12.07 hrs HW=115.14' (Free Discharge) 1=Culvert (Inlet Controls 1.14 cfs @ 2.15 fps) 1S East Parking Lot (S-E) 3S East Parking Lot (N-E) 4S East Parking Lot (N-W-1) 5S East Parking Lot (N-E) 10S East Parking Lot (N-W-2) 11S North Driveway 19S BioRetention Basin 1 23S Bldg. 1 Roof 38S Bldg. 2 Roof 74S North Parking Lot (C) 77S East Parking Lot (N-E2) 71R Design Point 2 - Northern Wetland Area BIO1 BioRetention Basin 1 CB-P13 CB CB-P13 CB-P15 CB CB-P15 CB-P18 CB CB-P18 CB-P`14 CB CB-P14 DMH-P1 CB DMH-P1 - INSTALLED INCORRECTLY DMH-P2 CB DMH-P2 Routing Diagram for Northwood Proposed DP-2 Prepared by Tighe & Bond, Printed 1/28/2020 HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Northwood Proposed DP-2 Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 2HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.396 69 50-75% Grass cover, Fair, HSG B (1S, 3S, 4S, 19S, 74S, 77S) 1.329 98 Paved parking, HSG B (1S, 3S, 4S, 5S, 10S, 11S, 74S, 77S) 0.996 98 Roofs, HSG B (23S, 38S) 0.135 98 Water Surface, HSG B (19S) 0.034 60 Woods, Fair, HSG B (19S) 2.891 94 TOTAL AREA Northwood Proposed DP-2 Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 3HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 2.891 HSG B 1S, 3S, 4S, 5S, 10S, 11S, 19S, 23S, 38S, 74S, 77S 0.000 HSG C 0.000 HSG D 0.000 Other 2.891 TOTAL AREA Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 4HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) Runoff = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 15,460 98 Paved parking, HSG B 2,861 69 50-75% Grass cover, Fair, HSG B 18,321 93 Weighted Average 2,861 15.62% Pervious Area 15,460 84.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 3S: East Parking Lot (N-E) Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,569 98 Paved parking, HSG B 1,373 69 50-75% Grass cover, Fair, HSG B 8,942 94 Weighted Average 1,373 15.35% Pervious Area 7,569 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 4S: East Parking Lot (N-W-1) Runoff = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af, Depth= 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 15,579 98 Paved parking, HSG B 1,374 69 50-75% Grass cover, Fair, HSG B 16,953 96 Weighted Average 1,374 8.10% Pervious Area 15,579 91.90% Impervious Area Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 5HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 5S: East Parking Lot (N-E) Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,361 98 Paved parking, HSG B 3,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 10S: East Parking Lot (N-W-2) Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.021 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,798 98 Paved parking, HSG B 3,798 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 11S: North Driveway Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,651 98 Paved parking, HSG B 6,651 100.00% Impervious Area Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 6HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 19S: BioRetention Basin 1 Runoff = 0.36 cfs @ 12.32 hrs, Volume= 0.040 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,895 98 Water Surface, HSG B 10,483 69 50-75% Grass cover, Fair, HSG B 1,487 60 Woods, Fair, HSG B 17,865 78 Weighted Average 11,970 67.00% Pervious Area 5,895 33.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 100 0.0050 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.5 73 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.6 111 0.0270 1.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.6 284 Total Summary for Subcatchment 23S: Bldg. 1 Roof Runoff = 1.64 cfs @ 12.07 hrs, Volume= 0.130 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 23,910 98 Roofs, HSG B 23,910 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 7HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: Bldg. 2 Roof Runoff = 1.34 cfs @ 12.07 hrs, Volume= 0.106 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 19,485 98 Roofs, HSG B 19,485 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 74S: North Parking Lot (C) Runoff = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af, Depth= 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 1,947 98 Paved parking, HSG B 121 69 50-75% Grass cover, Fair, HSG B 2,068 96 Weighted Average 121 5.85% Pervious Area 1,947 94.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Summary for Subcatchment 77S: East Parking Lot (N-E2) Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,519 98 Paved parking, HSG B 1,048 69 50-75% Grass cover, Fair, HSG B 4,567 91 Weighted Average 1,048 22.95% Pervious Area 3,519 77.05% Impervious Area Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 8HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Reach 71R: Design Point 2 - Northern Wetland Area Inflow Area = 2.891 ac, 85.11% Impervious, Inflow Depth = 1.49" for 2-Year event Inflow = 4.42 cfs @ 12.14 hrs, Volume= 0.358 af Outflow = 4.42 cfs @ 12.14 hrs, Volume= 0.358 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Summary for Pond BIO1: BioRetention Basin 1 Inflow Area = 2.339 ac, 82.63% Impervious, Inflow Depth = 2.38" for 2-Year event Inflow = 5.69 cfs @ 12.07 hrs, Volume= 0.463 af Outflow = 3.50 cfs @ 12.19 hrs, Volume= 0.437 af, Atten= 39%, Lag= 6.8 min Discarded = 0.14 cfs @ 12.19 hrs, Volume= 0.204 af Primary = 3.36 cfs @ 12.19 hrs, Volume= 0.234 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.57' @ 12.19 hrs Surf.Area= 3,978 sf Storage= 6,233 cf Flood Elev= 119.50' Surf.Area= 5,895 sf Storage= 13,152 cf Plug-Flow detention time= 172.8 min calculated for 0.437 af (94% of inflow) Center-of-Mass det. time= 142.2 min ( 921.0 - 778.8 ) Volume Invert Avail.Storage Storage Description #1 113.99' 13,152 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,609 262.0 20.0 5 5 2,988 115.99 2,609 262.0 20.0 1,038 1,044 3,509 116.00 2,648 268.0 100.0 26 1,070 3,762 117.00 3,450 281.0 100.0 3,040 4,110 4,393 118.00 4,397 288.0 100.0 3,914 8,024 4,819 119.00 5,895 403.0 100.0 5,128 13,152 11,152 Device Routing Invert Outlet Devices #1 Primary 116.42'12.0" Round Culvert X 2.00 L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.42' / 116.06' S= 0.0124 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 116.87'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 118.91'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 9HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Conductivity to Groundwater Elevation = 108.00' #5 Secondary 118.95'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.14 cfs @ 12.19 hrs HW=117.57' (Free Discharge) 4=Exfiltration ( Controls 0.14 cfs) Primary OutFlow Max=3.34 cfs @ 12.19 hrs HW=117.57' (Free Discharge) 1=Culvert (Passes 3.34 cfs of 4.81 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.34 cfs @ 2.85 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond CB-P13: CB-P13 Inflow Area = 0.421 ac, 84.38% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 12.07 hrs, Volume= 0.081 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.59' @ 12.07 hrs Flood Elev= 122.34' Device Routing Invert Outlet Devices #1 Primary 119.88'12.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.88' / 119.45' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.08 cfs @ 12.07 hrs HW=120.57' (Free Discharge) 1=Culvert (Barrel Controls 1.08 cfs @ 2.60 fps) Summary for Pond CB-P15: CB-P15 Inflow Area = 0.389 ac, 91.90% Impervious, Inflow Depth = 2.62" for 2-Year event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 12.07 hrs, Volume= 0.085 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.82' @ 12.07 hrs Flood Elev= 121.27' Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 10HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 119.05'12.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.05' / 118.78' S= 0.0023 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.08 cfs @ 12.07 hrs HW=119.80' (Free Discharge) 1=Culvert (Barrel Controls 1.08 cfs @ 2.37 fps) Summary for Pond CB-P18: CB-P18 Inflow Area = 0.047 ac, 94.15% Impervious, Inflow Depth = 2.62" for 2-Year event Inflow = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af Outflow = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.82' @ 12.07 hrs Flood Elev= 120.17' Device Routing Invert Outlet Devices #1 Primary 117.62'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.62' / 117.41' S= 0.0084 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.07 hrs HW=117.82' (Free Discharge) 1=Culvert (Inlet Controls 0.13 cfs @ 1.20 fps) Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.205 ac, 84.65% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af Outflow = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.28' @ 12.07 hrs Flood Elev= 122.23' Device Routing Invert Outlet Devices #1 Primary 119.85'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.85' / 119.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.07 hrs HW=120.27' (Free Discharge) 1=Culvert (Barrel Controls 0.54 cfs @ 2.54 fps) Northwood Proposed DP-2 Type III 24-hr 2-Year Rainfall=3.07"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 11HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY Inflow Area = 1.015 ac, 87.32% Impervious, Inflow Depth = 2.46" for 2-Year event Inflow = 2.80 cfs @ 12.07 hrs, Volume= 0.208 af Outflow = 2.80 cfs @ 12.07 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Primary = 2.80 cfs @ 12.07 hrs, Volume= 0.208 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.31' @ 12.07 hrs Flood Elev= 123.32' Device Routing Invert Outlet Devices #1 Primary 118.36'18.0" Round Culvert L= 202.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.36' / 117.57' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.70 cfs @ 12.07 hrs HW=119.29' (Free Discharge) 1=Culvert (Barrel Controls 2.70 cfs @ 3.36 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.047 ac, 94.15% Impervious, Inflow Depth = 2.62" for 2-Year event Inflow = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af Outflow = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.07 hrs, Volume= 0.010 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.11' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.93'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.93' / 116.50' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.13 cfs @ 12.07 hrs HW=117.10' (Free Discharge) 1=Culvert (Barrel Controls 0.13 cfs @ 1.53 fps) Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 12HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 15,460 98 Paved parking, HSG B 2,861 69 50-75% Grass cover, Fair, HSG B 18,321 93 Weighted Average 2,861 15.62% Pervious Area 15,460 84.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 3S: East Parking Lot (N-E) Runoff = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,569 98 Paved parking, HSG B 1,373 69 50-75% Grass cover, Fair, HSG B 8,942 94 Weighted Average 1,373 15.35% Pervious Area 7,569 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 4S: East Parking Lot (N-W-1) Runoff = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 15,579 98 Paved parking, HSG B 1,374 69 50-75% Grass cover, Fair, HSG B 16,953 96 Weighted Average 1,374 8.10% Pervious Area 15,579 91.90% Impervious Area Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 13HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 5S: East Parking Lot (N-E) Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,361 98 Paved parking, HSG B 3,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 10S: East Parking Lot (N-W-2) Runoff = 0.38 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,798 98 Paved parking, HSG B 3,798 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 11S: North Driveway Runoff = 0.67 cfs @ 12.07 hrs, Volume= 0.054 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,651 98 Paved parking, HSG B 6,651 100.00% Impervious Area Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 14HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 19S: BioRetention Basin 1 Runoff = 0.71 cfs @ 12.31 hrs, Volume= 0.078 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,895 98 Water Surface, HSG B 10,483 69 50-75% Grass cover, Fair, HSG B 1,487 60 Woods, Fair, HSG B 17,865 78 Weighted Average 11,970 67.00% Pervious Area 5,895 33.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 100 0.0050 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.5 73 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.6 111 0.0270 1.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.6 284 Total Summary for Subcatchment 23S: Bldg. 1 Roof Runoff = 2.41 cfs @ 12.07 hrs, Volume= 0.194 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 23,910 98 Roofs, HSG B 23,910 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 15HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: Bldg. 2 Roof Runoff = 1.97 cfs @ 12.07 hrs, Volume= 0.158 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 19,485 98 Roofs, HSG B 19,485 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 74S: North Parking Lot (C) Runoff = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 1,947 98 Paved parking, HSG B 121 69 50-75% Grass cover, Fair, HSG B 2,068 96 Weighted Average 121 5.85% Pervious Area 1,947 94.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Summary for Subcatchment 77S: East Parking Lot (N-E2) Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.030 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,519 98 Paved parking, HSG B 1,048 69 50-75% Grass cover, Fair, HSG B 4,567 91 Weighted Average 1,048 22.95% Pervious Area 3,519 77.05% Impervious Area Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 16HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Reach 71R: Design Point 2 - Northern Wetland Area Inflow Area = 2.891 ac, 85.11% Impervious, Inflow Depth = 2.71" for 10-Year event Inflow = 7.56 cfs @ 12.11 hrs, Volume= 0.654 af Outflow = 7.56 cfs @ 12.11 hrs, Volume= 0.654 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Summary for Pond BIO1: BioRetention Basin 1 Inflow Area = 2.339 ac, 82.63% Impervious, Inflow Depth = 3.71" for 10-Year event Inflow = 8.61 cfs @ 12.07 hrs, Volume= 0.723 af Outflow = 5.77 cfs @ 12.17 hrs, Volume= 0.688 af, Atten= 33%, Lag= 5.8 min Discarded = 0.15 cfs @ 12.17 hrs, Volume= 0.222 af Primary = 5.63 cfs @ 12.17 hrs, Volume= 0.465 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.92' @ 12.17 hrs Surf.Area= 4,321 sf Storage= 7,693 cf Flood Elev= 119.50' Surf.Area= 5,895 sf Storage= 13,152 cf Plug-Flow detention time= 126.3 min calculated for 0.688 af (95% of inflow) Center-of-Mass det. time= 98.3 min ( 868.9 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 113.99' 13,152 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,609 262.0 20.0 5 5 2,988 115.99 2,609 262.0 20.0 1,038 1,044 3,509 116.00 2,648 268.0 100.0 26 1,070 3,762 117.00 3,450 281.0 100.0 3,040 4,110 4,393 118.00 4,397 288.0 100.0 3,914 8,024 4,819 119.00 5,895 403.0 100.0 5,128 13,152 11,152 Device Routing Invert Outlet Devices #1 Primary 116.42'12.0" Round Culvert X 2.00 L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.42' / 116.06' S= 0.0124 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 116.87'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 118.91'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 17HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Conductivity to Groundwater Elevation = 108.00' #5 Secondary 118.95'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.15 cfs @ 12.17 hrs HW=117.91' (Free Discharge) 4=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=5.58 cfs @ 12.17 hrs HW=117.91' (Free Discharge) 1=Culvert (Passes 5.58 cfs of 5.96 cfs potential flow) 2=Orifice/Grate (Orifice Controls 5.58 cfs @ 3.55 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond CB-P13: CB-P13 Inflow Area = 0.421 ac, 84.38% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.129 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.82' @ 12.07 hrs Flood Elev= 122.34' Device Routing Invert Outlet Devices #1 Primary 119.88'12.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.88' / 119.45' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=120.80' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 2.89 fps) Summary for Pond CB-P15: CB-P15 Inflow Area = 0.389 ac, 91.90% Impervious, Inflow Depth = 4.01" for 10-Year event Inflow = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af Outflow = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af, Atten= 0%, Lag= 0.0 min Primary = 1.68 cfs @ 12.07 hrs, Volume= 0.130 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.05' @ 12.07 hrs Flood Elev= 121.27' Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 18HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 119.05'12.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.05' / 118.78' S= 0.0023 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.62 cfs @ 12.07 hrs HW=120.02' (Free Discharge) 1=Culvert (Barrel Controls 1.62 cfs @ 2.63 fps) Summary for Pond CB-P18: CB-P18 Inflow Area = 0.047 ac, 94.15% Impervious, Inflow Depth = 4.01" for 10-Year event Inflow = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af Outflow = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.87' @ 12.07 hrs Flood Elev= 120.17' Device Routing Invert Outlet Devices #1 Primary 117.62'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.62' / 117.41' S= 0.0084 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.07 hrs HW=117.86' (Free Discharge) 1=Culvert (Inlet Controls 0.20 cfs @ 1.33 fps) Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.205 ac, 84.65% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.40' @ 12.07 hrs Flood Elev= 122.23' Device Routing Invert Outlet Devices #1 Primary 119.85'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.85' / 119.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.83 cfs @ 12.07 hrs HW=120.38' (Free Discharge) 1=Culvert (Barrel Controls 0.83 cfs @ 2.81 fps) Northwood Proposed DP-2 Type III 24-hr 10-Year Rainfall=4.47"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 19HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY Inflow Area = 1.015 ac, 87.32% Impervious, Inflow Depth = 3.83" for 10-Year event Inflow = 4.26 cfs @ 12.07 hrs, Volume= 0.324 af Outflow = 4.26 cfs @ 12.07 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 min Primary = 4.26 cfs @ 12.07 hrs, Volume= 0.324 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.59' @ 12.07 hrs Flood Elev= 123.32' Device Routing Invert Outlet Devices #1 Primary 118.36'18.0" Round Culvert L= 202.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.36' / 117.57' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.11 cfs @ 12.07 hrs HW=119.56' (Free Discharge) 1=Culvert (Barrel Controls 4.11 cfs @ 3.71 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.047 ac, 94.15% Impervious, Inflow Depth = 4.01" for 10-Year event Inflow = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af Outflow = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.14' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.93'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.93' / 116.50' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.20 cfs @ 12.07 hrs HW=117.14' (Free Discharge) 1=Culvert (Barrel Controls 0.20 cfs @ 1.72 fps) Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 20HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) Runoff = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 15,460 98 Paved parking, HSG B 2,861 69 50-75% Grass cover, Fair, HSG B 18,321 93 Weighted Average 2,861 15.62% Pervious Area 15,460 84.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 3S: East Parking Lot (N-E) Runoff = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,569 98 Paved parking, HSG B 1,373 69 50-75% Grass cover, Fair, HSG B 8,942 94 Weighted Average 1,373 15.35% Pervious Area 7,569 84.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 4S: East Parking Lot (N-W-1) Runoff = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af, Depth= 7.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 15,579 98 Paved parking, HSG B 1,374 69 50-75% Grass cover, Fair, HSG B 16,953 96 Weighted Average 1,374 8.10% Pervious Area 15,579 91.90% Impervious Area Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 21HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 5S: East Parking Lot (N-E) Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,361 98 Paved parking, HSG B 3,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 10S: East Parking Lot (N-W-2) Runoff = 0.66 cfs @ 12.07 hrs, Volume= 0.054 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,798 98 Paved parking, HSG B 3,798 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 11S: North Driveway Runoff = 1.16 cfs @ 12.07 hrs, Volume= 0.095 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,651 98 Paved parking, HSG B 6,651 100.00% Impervious Area Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 22HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 19S: BioRetention Basin 1 Runoff = 1.59 cfs @ 12.29 hrs, Volume= 0.174 af, Depth= 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,895 98 Water Surface, HSG B 10,483 69 50-75% Grass cover, Fair, HSG B 1,487 60 Woods, Fair, HSG B 17,865 78 Weighted Average 11,970 67.00% Pervious Area 5,895 33.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 100 0.0050 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.5 73 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.6 111 0.0270 1.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.6 284 Total Summary for Subcatchment 23S: Bldg. 1 Roof Runoff = 4.16 cfs @ 12.07 hrs, Volume= 0.340 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 23,910 98 Roofs, HSG B 23,910 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 23HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: Bldg. 2 Roof Runoff = 3.39 cfs @ 12.07 hrs, Volume= 0.277 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 19,485 98 Roofs, HSG B 19,485 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Subcatchment 74S: North Parking Lot (C) Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Depth= 7.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 1,947 98 Paved parking, HSG B 121 69 50-75% Grass cover, Fair, HSG B 2,068 96 Weighted Average 121 5.85% Pervious Area 1,947 94.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Summary for Subcatchment 77S: East Parking Lot (N-E2) Runoff = 0.76 cfs @ 12.07 hrs, Volume= 0.058 af, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,519 98 Paved parking, HSG B 1,048 69 50-75% Grass cover, Fair, HSG B 4,567 91 Weighted Average 1,048 22.95% Pervious Area 3,519 77.05% Impervious Area Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 24HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Summary for Reach 71R: Design Point 2 - Northern Wetland Area Inflow Area = 2.891 ac, 85.11% Impervious, Inflow Depth = 5.73" for 100-Year event Inflow = 11.38 cfs @ 12.10 hrs, Volume= 1.380 af Outflow = 11.38 cfs @ 12.10 hrs, Volume= 1.380 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Summary for Pond BIO1: BioRetention Basin 1 Inflow Area = 2.339 ac, 82.63% Impervious, Inflow Depth = 6.84" for 100-Year event Inflow = 15.31 cfs @ 12.07 hrs, Volume= 1.332 af Outflow = 8.19 cfs @ 12.23 hrs, Volume= 1.293 af, Atten= 46%, Lag= 9.4 min Discarded = 0.19 cfs @ 12.23 hrs, Volume= 0.247 af Primary = 8.01 cfs @ 12.23 hrs, Volume= 1.045 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.72' @ 12.23 hrs Surf.Area= 5,450 sf Storage= 11,552 cf Flood Elev= 119.50' Surf.Area= 5,895 sf Storage= 13,152 cf Plug-Flow detention time= 85.7 min calculated for 1.293 af (97% of inflow) Center-of-Mass det. time= 67.3 min ( 827.4 - 760.1 ) Volume Invert Avail.Storage Storage Description #1 113.99' 13,152 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,609 262.0 20.0 5 5 2,988 115.99 2,609 262.0 20.0 1,038 1,044 3,509 116.00 2,648 268.0 100.0 26 1,070 3,762 117.00 3,450 281.0 100.0 3,040 4,110 4,393 118.00 4,397 288.0 100.0 3,914 8,024 4,819 119.00 5,895 403.0 100.0 5,128 13,152 11,152 Device Routing Invert Outlet Devices #1 Primary 116.42'12.0" Round Culvert X 2.00 L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.42' / 116.06' S= 0.0124 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 116.87'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 118.91'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 25HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Conductivity to Groundwater Elevation = 108.00' #5 Secondary 118.95'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.19 cfs @ 12.23 hrs HW=118.71' (Free Discharge) 4=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=8.00 cfs @ 12.23 hrs HW=118.71' (Free Discharge) 1=Culvert (Inlet Controls 8.00 cfs @ 5.09 fps) 2=Orifice/Grate (Passes 8.00 cfs of 8.77 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond CB-P13: CB-P13 Inflow Area = 0.421 ac, 84.38% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af Outflow = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Primary = 3.11 cfs @ 12.07 hrs, Volume= 0.240 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.88' @ 12.07 hrs Flood Elev= 122.34' Device Routing Invert Outlet Devices #1 Primary 119.88'12.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.88' / 119.45' S= 0.0034 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.99 cfs @ 12.07 hrs HW=121.78' (Free Discharge) 1=Culvert (Barrel Controls 2.99 cfs @ 3.81 fps) Summary for Pond CB-P15: CB-P15 Inflow Area = 0.389 ac, 91.90% Impervious, Inflow Depth = 7.20" for 100-Year event Inflow = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af Outflow = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af, Atten= 0%, Lag= 0.0 min Primary = 2.93 cfs @ 12.07 hrs, Volume= 0.234 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.99' @ 12.07 hrs Flood Elev= 121.27' Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 26HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 119.05'12.0" Round Culvert L= 117.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.05' / 118.78' S= 0.0023 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.82 cfs @ 12.07 hrs HW=120.90' (Free Discharge) 1=Culvert (Barrel Controls 2.82 cfs @ 3.59 fps) Summary for Pond CB-P18: CB-P18 Inflow Area = 0.047 ac, 94.15% Impervious, Inflow Depth = 7.20" for 100-Year event Inflow = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af Outflow = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.95' @ 12.07 hrs Flood Elev= 120.17' Device Routing Invert Outlet Devices #1 Primary 117.62'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.62' / 117.41' S= 0.0084 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Inlet Controls 0.34 cfs @ 1.54 fps) Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.205 ac, 84.65% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af Outflow = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.53 cfs @ 12.07 hrs, Volume= 0.119 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.63' @ 12.07 hrs Flood Elev= 122.23' Device Routing Invert Outlet Devices #1 Primary 119.85'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.85' / 119.45' S= 0.0062 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.47 cfs @ 12.07 hrs HW=120.61' (Free Discharge) 1=Culvert (Barrel Controls 1.47 cfs @ 3.20 fps) Northwood Proposed DP-2 Type III 24-hr 100-Year Rainfall=7.68"Northwood Proposed DP-2 Printed 1/28/2020Prepared by Tighe & Bond Page 27HydroCAD® 10.00-15 s/n 01580 © 2015 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 - INSTALLED INCORRECTLY Inflow Area = 1.015 ac, 87.32% Impervious, Inflow Depth = 7.01" for 100-Year event Inflow = 7.56 cfs @ 12.07 hrs, Volume= 0.593 af Outflow = 7.56 cfs @ 12.07 hrs, Volume= 0.593 af, Atten= 0%, Lag= 0.0 min Primary = 7.56 cfs @ 12.07 hrs, Volume= 0.593 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.65' @ 12.07 hrs Flood Elev= 123.32' Device Routing Invert Outlet Devices #1 Primary 118.36'18.0" Round Culvert L= 202.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.36' / 117.57' S= 0.0039 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=7.29 cfs @ 12.07 hrs HW=120.55' (Free Discharge) 1=Culvert (Barrel Controls 7.29 cfs @ 4.12 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.047 ac, 94.15% Impervious, Inflow Depth = 7.20" for 100-Year event Inflow = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af Outflow = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.21' @ 12.07 hrs Flood Elev= 120.33' Device Routing Invert Outlet Devices #1 Primary 116.93'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.93' / 116.50' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.34 cfs @ 12.07 hrs HW=117.21' (Free Discharge) 1=Culvert (Barrel Controls 0.34 cfs @ 2.01 fps) Stormwater Management Standards Documentation Tighe & Bond, Inc. Revised 1/22/2020 NORTHWOOD DEVELOPMENT II STORMWATER CALCULATIONS Required Recharge Volume (Standard 3): For Class B Soils: F = Target depth factor = 0.35 inch (entire site) Impervious Area = 5.0 acres Rv0 = F * Impervious Area = Two sections of proposed impervious area do not drain to the infiltration systems, therefore, a capture area adjustment must be calculated and applied to the required recharge volume. The proposed drainage areas that do not discharge to the infiltration systems are 2S, 22S and 23S: Capture Area Adjustment =CA==1.18 Rv=Rv0* CA = = Required Recharge Volume Recharge Time and Drawdown Infiltration occurs in three basins (Infiltration Basin 1, Infiltration Basin 2, Bioretention Basin 1). Since Infiltration Basins 1 and 2 are dependent on each other, they have been combined as one basin in the following calculations. The following Equation from the Massachusetts Stormwater Handbook was calculated using the basin volumes: Infiltration Basins: Basin 1 Timedrawdown = ()()AreaBottomK Vs Vs = Storage Volume = 2,643 ft3 (@ elev. 112.96’) K = 0.085 ft/hr (1.02 in/hr Rawls Rate for Sandy Loam) Bottom Area = 516 ft2) Timedrawdown = Basin 2 Timedrawdown = ()()AreaBottomK Vs Vs = Storage Volume = 4,609 ft3 (@ elev. 112.45’) K = 0.085 ft/hr (1.02 in/hr Rawls Rate for Sandy Loam) Bottom Area = 2,599 ft2 Timedrawdown = Tighe & Bond, Inc. Revised 1/22/2020 Bioretention Basin Timedrawdown = ()()AreaBottomK Vs Vs = Storage Volume = 3,673 ft3 K = 0.085 ft/hr (1.02 in/hr Rawls Rate for Sandy Loam) Bottom Area = 2,648 ft2 Timedrawdown = Required Water Quality Volume (Standard 4): The Site is considered a LUHPPL. The Medical Office use generates over 1,000 vehicle trips per day, and would therefore be classified as a LUHPPL. For purposes of this report, the entire parking area will be considered a LUHPPL, which requires a Water Quality Depth = DWQ1 = 1”. Additionally, building rooftop areas have been excluded from the calculations as they are not subject to treatment requirements. VWQ = DWQ * Impervious Area = Total VWQ = 14,520 cubic feet Target Volume: Target Volume is defined as the larger of Required Recharge Volume and Required Water Quality Volume. Therefore, Target Volume = 14,520 ft3 (Required Water Quality Volume). Catch basin, water quality units, infiltration basin and bioretention area volumes provided and required are summarized in the following table. Tighe & Bond, Inc. Revised 1/22/2020 Recharge and Water Quality Volume Summary Table Area, Structure Reference Recharge Volume (cf) Water Quality Volume (cf) Bioretention Basin-1 3,673 3,673 Bioretention Basin-2 LINED – N/A 1,876 Catch Basins* N/A 1,000 Water Quality Units N/A 2,151 Infiltration Basin 1 2,643 2,643 Infiltration Basin 2 4,610 4,610 Total Volume Provided 10,926 15,953 Volume Required 7,526 14,520 All volumes calculated are below the elevation of the outlet. *All catch basins include a 4-foot deep sump, and a 4-feet in diameter. The project plans indicate 20 catch basins are proposed, each having a water quality volume of 50 cf. Mounding Analysis (Standard 4): The Stormwater Handbook requires that the 72-hr mound after a 10-yr 24-hr storm does not affect wetland resources or dewatering the basin. The Hantush Method, recommended by the Stormwater Handbook was used with the following inputs: Rectangular Basin Geometry: The rectangular area used in the analysis is equal to actual basin bottom area and length:width ratio equal to actual basin average length:width ratio. Infiltration Basin 1: L x W = 121’ x 4.25’= 514 s.f. Infiltration Basin 2: L x W = 42’ x 54’= 2,268 s.f. Bioretention Bain: L x W = 112’ x 23’= 2,576 s.f. Time: T= 72 hours, from Stormwater handbook Initial Saturated Thickness: hi = 0.8’. The difference between the seasonal high ground water level (7.5’ below grade) and the low permeability layer at 8.3’ below grade. Percolation Rate: w10 = 0.0155 ft/hr (10-yr, 24-hr storm) or 0.3720 ft/day and w100 = 0.0267 ft/hr (100-yr, 24-hr storm) or 0.6408 ft/day. Sample calculation: P = Total Precipitation in inches (10-yr, 24-hr storm) t = duration of precipitation Hydraulic Conductivity: KV = 1.02 in/hr or KV = 2.04 ft/day (Rawls Rate, given in Stormwater Handbook). According to the USGS report Horizontal hydraulic Tighe & Bond, Inc. Revised 1/22/2020 conductivity is typically 10 times the vertical hydraulic conductivity. KH = 10 x 2.04 ft/day = 20.4 ft/day (USGS SIR 2010-5102, pp 6) Specific Yield: Sy = 20. The specific yield was estimated to be 20, since the specific yield for silt is 18 and fine sand is 21 and it is likely that the amount of water drained by gravity for a loamy sand will be between silt and fine sand. (Johnson, A.I. 1967. Specific yield — compilation of specific yields for various materials. U.S. Geological Survey Water Supply Paper 1662-D. 74 p.) The calculation was performed using a Hantush Method Calculator spreadsheet. Calculation pages are attached. Mounding Analysis Results: Location Storm Event w Mounding (increase in hydraulic head) Infiltration Basin 1 10-yr, 24-hr W10 = 0.3720 ft/day 0.679 ft 100-yr, 24-hr W100 = 0.6408 ft/day 1.081 ft Infiltration Basin 2 10-yr, 24-hr W10 = 0.3720 ft/day 2.761 ft 100-yr, 24-hr W100 = 0.6408 ft/day 4.106 ft Bioretention 10-yr, 24-hr W10 = 0.3720 ft/day 2.335 ft 100-yr, 24-hr W100 = 0.6408 ft/day 3.551 ft Infiltration Basin 1 10-Year Event use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.3720 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.40 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 2.125 x 1/2 length of basin (x direction, in feet) 60.500 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 0.800 hi(0)initial thickness of saturated zone (feet) 1.479 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 0.679 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 0.679 0 0.439 10 0.224 20 0.093 30 0.033 40 0.011 50 0.004 60 0.002 70 0.002 80 0.002 90 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0 10 20 30 40 50 60 70 80 90 100 Groundwater Mounding, in feet Infiltration Basin 1 100-Year Event use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.6408 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.40 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 2.125 x 1/2 length of basin (x direction, in feet) 60.500 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 0.800 hi(0)initial thickness of saturated zone (feet) 1.881 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 1.081 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 1.081 0 0.733 10 0.394 20 0.167 30 0.059 40 0.019 50 0.007 60 0.004 70 0.003 80 0.003 90 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.200 0.400 0.600 0.800 1.000 1.200 0 10 20 30 40 50 60 70 80 90 100 Groundwater Mounding, in feet Infiltration Basin 2 10-Year Event use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.3720 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.40 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 21.000 x 1/2 length of basin (x direction, in feet) 27.000 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 0.800 hi(0)initial thickness of saturated zone (feet) 3.561 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 2.761 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 2.761 0 2.611 10 2.091 20 1.269 30 0.592 40 0.203 50 0.059 60 0.016 70 0.005 80 0.002 90 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.500 1.000 1.500 2.000 2.500 3.000 0 10 20 30 40 50 60 70 80 90 100 Groundwater Mounding, in feet Infiltration Basin 2 100-Year Event use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.6408 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.40 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 21.000 x 1/2 length of basin (x direction, in feet) 27.000 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 0.800 hi(0)initial thickness of saturated zone (feet) 4.906 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 4.106 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 4.106 0 3.910 10 3.228 20 2.130 30 1.112 40 0.393 50 0.107 60 0.028 70 0.009 80 0.004 90 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000 4.500 0 10 20 30 40 50 60 70 80 90 100 Groundwater Mounding, in feet Bioretention Basin 10-Year Event use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.3720 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.40 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 11.500 x 1/2 length of basin (x direction, in feet) 56.000 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 0.800 hi(0)initial thickness of saturated zone (feet) 3.135 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 2.335 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 2.335 0 2.051 10 1.338 20 0.680 30 0.248 40 0.073 50 0.020 60 0.006 70 0.003 80 0.002 90 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.500 1.000 1.500 2.000 2.500 0 10 20 30 40 50 60 70 80 90 100 Groundwater Mounding, in feet Bioretention Basin 100-Year Event use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.6408 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.40 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 11.500 x 1/2 length of basin (x direction, in feet) 56.000 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 0.800 hi(0)initial thickness of saturated zone (feet) 4.351 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 3.551 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 3.551 0 3.182 10 2.244 20 1.281 30 0.492 40 0.136 50 0.036 60 0.010 70 0.005 80 0.003 90 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000 0 10 20 30 40 50 60 70 80 90 100 Groundwater Mounding, in feet TSS Removal Spreadsheets INSTRUCTIONS:Non-automated: Mar. 4, 20081. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row5. Total TSS Removal = Sum All Values in Column DLocation: A B C D ETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)1.00Total TSS Removal =Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Prepared By:*Equals remaining load from previous BMP (E)Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Street Sweeping - 10% 0.101.00 0.10 0.90Deep Sump and Hooded Catch Basin 0.250.90 0.23 0.68Bioretention Area 0.900.68 0.61 0.070.000.07 0.00 0.070.000.07 0.00 0.07Total TSS Removal =93%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Northwood Development IIPrepared By:TAH*Equals remaining load from previous BMP (E)Date:1/17/2020which enters the BMPTSS Removal Calculation WorksheetTreatment Train 2Non-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Street Sweeping - 10% 0.101.00 0.10 0.90Bioretention Area 0.900.90 0.81 0.090.000.09 0.00 0.090.000.09 0.00 0.090.000.09 0.00 0.09Total TSS Removal =91%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Northwood Development IIPrepared By:TAH*Equals remaining load from previous BMP (E)Date:1/17/2020which enters the BMPTSS Removal Calculation WorksheetTreatment Train 3Non-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 20081. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row5. Total TSS Removal = Sum All Values in Column DLocation: A B C D ETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)1.00Total TSS Removal =Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Prepared By:*Equals remaining load from previous BMP (E)Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Street Sweeping - 10% 0.101.00 0.10 0.900.000.90 0.00 0.900.000.90 0.00 0.900.000.90 0.00 0.900.000.90 0.00 0.90Total TSS Removal =10%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Northwood Development IIPrepared By:TAH*Equals remaining load from previous BMP (E)Date:1/17/2020which enters the BMPTSS Removal Calculation WorksheetTreatment Train 5Non-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection www.tighebond.com