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WETLANDS - NOI Whole Document 2019 12 24 reduced.pdf 100 High Street | Boston, MA 02110 Direct: +1 617.946.9400 | Fax: +1 617.946.9777 | www.parsons.com December 24, 2019 Northampton Conservation Commission Planning & Sustainability 210 Main Street, Room 11 City Hall Northampton, MA 01060 Subject: Massachusetts Department of Transportation Project 606552 I-91 Over US Route 5, B&M RR & Hockanum Road and Improvements to US Route 5 at Interchange 18 Notice of Intent Application Dear Members of the Northampton Conservation Commission, On behalf of The Massachusetts Department of Transportation, Parsons is pleased to submit the enclosed Notice of Intent (NOI) application for activities subject to the jurisdiction of the Massachusetts Wetlands Protection Act (WPA) associated with the subject project (the Project). The Project includes two bridge replacements and substantial upgrades to US Route 5. Specifically, the Project proposes to replace two existing Interstate 91 (I-91) bridges: N-19-059 over US Route 5 and the Boston & Maine RR; and N-19-060 over Hockanum Road. On US Route 5 SB, dedicated right-turning lanes will be added at the I-91 SB and NB on-ramps, and a sidewalk will be added within the project limits on the west side of US Route 5, and bike lanes added to both sides of US Route 5. The proposed improvements on Route 5 will require expanding the roadway’s embankment on the west side of Route 5. Access to the work area will be entirely from within the existing MassDOT ROW, and all work activities will on State property. The bridge replacements could be considered ‘footprint’ bridge replacements (replacing in the same location as existing). (In accordance with the Transportation Bond Bill, footprint bridge projects are exempt from review under the Massachusetts Environmental Policy Act Regulations (301 CMR 11.00), the Massachusetts Wetlands Protection Act Regulations (310 CMR 10.00), and the Chapter 91 Waterways Regulations (310 CMR 9.00) footprint bridge exemptions on any portion of the project.). However, the proposed improvements to US Route 5 go beyond the scope of simply supporting the bridge replacements. Therefore MassDOT will not wish to assert ‘footprint’ bridge exemptions for any of the Project. Splitting the project into exempt (bridge) and non-exempt (Route 5) pieces would increase the permitting complexity and would not serve any purpose. The proposed bridge replacement will not result in any net permanent BVW impacts at Bridge N-19-059, because the pier columns will be replaced with columns of the same diameter as the existing pier columns. Temporary timber matting will be used under the bridge to provide a stable worksite to safely support construction equipment. The temporary timber matting will have an 8,037 square foot temporary BVW impact. The proposed US Route 5 improvements will permanently impact (fill) 174 square feet of mowed infield delineated as BVW. The Route 5 work will temporarily impact 651 square feet of the same BVW wetland. The permanent wetland impact was minimized by a proposed 1:1 Mechanically Stabilized Embankment (MSE). The remaining permanent impacts, for the whole Project, will be mitigated by constructing a 215-square foot compensatory contiguous with an existing emergent BVW wetland within the project limits. Northampton Conservation Commission MassDOT Project 606552 December 24, 2019 2 The expanded embankment on the West side of US Route 5 will impacts to the 100-year flood storage volume. The overall volume of compensatory flood storage volume will exceed the volume lost. The flood storage compensation area was designed to achieve to the extent practical at least 1:1 compensation at each 1-foot elevation increment. However, because very little expendable land at elevations above the 100-year flood elevation exists in the project area, some of the higher elevation floodplain storage increments could not be achieved at the same elevation. The project will increase the available Flood Storage Volume, therefore MassDOT requests the Conservation Commission approve the that the proposed flood storage compensation. To assist in your review, we have enclosed a Massachusetts Wetlands Protection Act Notice of Intent Application form (WPA Form 3) with the following information: • Attachment A - WPA Form 3 Project Narrative • Attachment B - USGS Site Locus Map, FEMA FIRMette, Permit Plans (Sheets 1 through 26) • Attachment C - Wetland Delineation Forms and Site Photographs • Attachment D - Stormwater Report and Stormwater Checklist • Attachment E - Agency Correspondence Please note that MassDOT is exempt from local bylaws, and, in accordance with the Massachusetts Wetlands Protection Act Regulations (310 CMR 10.00), abutter notifications are not required for projects proposed by the Massachusetts Department of Transportation Highway Division pursuant to St. 1993, c. 472 as approved on January 13, 1994. If you have any questions, please do not hesitate to contact me at 860-841-4902 or steven.n.cronkite@parsons.com if you have any questions or require additional information. Thank you for your review and consideration. Sincerely, Steven Cronkite BRIDGE REPLACEMENTS N-19-059 (I-91 OVER US 5 & BMRR) & N-19-060 (I-91 OVER HOCKANUM ROAD) AND ASSOCIATED IMPROVEMENTS TO U.S. ROUTE 5 AT I-91 INTERCHANGE 18 IN NORTHAMPTON Notice of Intent City of Northampton Conservation Commission December 24, 2019 Prepared for: Massachusetts Department of Transportation Ten Park Plaza Boston, MA 02116 MassDOT Project No. 606552 Parsons Project No. 647985 MassDOT Project 606552 MA WPA Notice of Intent Northampton, Massachusetts 100 High Street Boston, MA 02110 Contents Attachment A WPA Form 3 – Notice of Intent NOI Fee Transmittal Form Copy of Filing Fee Checks Project Narrative Attachment B Figure 1 – USGS Site Locus Map Figure 2 – FEMA Firmette Permit Plans (Sheets 1 through 31) Attachment C BVW Delineation Data Forms Site Photos Attachment D Stormwater Checklist and Report Attachment E Agency Correspondence MassDOT Project 606552 MA WPA Notice of Intent Northampton, Massachusetts Attachment A WPA Form 3 – Notice of Intent NOI Fee Transmittal Form Copy of Filing Fee Checks Project Narrative wpaform3.doc • rev. 2/8/2018 Page 1 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. Note: Before completing this form consult your local Conservation Commission regarding any municipal bylaw or ordinance. A. General Information 1. Project Location (Note: electronic filers will click on button to locate project site): US Rte 5 (Mt. Tom Road) at I-91 Interchange 18 a. Street Address Northampton b. City/Town 01060 c. Zip Code Latitude and Longitude: 42°18' 23.89" d. Latitude 72°37' 22.66" e. Longitude 39A f. Assessors Map/Plat Number None (Hwy ROW); adjacent to: 39A-045-001 g. Parcel /Lot Number 2. Applicant: Susan a. First Name McArthur b. Last Name Massachusetts Department of Transportation (MassDOT) - Highway Division c. Organization 10 Park Plaza d. Street Address Boston e. City/Town MA f. State 02116 g. Zip Code 857-368-8807 h. Phone Number i. Fax Number Susan.McArthur@dot.state.ma.us j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner a. First Name b. Last Name Massachusetts Department of Transportation (MassDOT) - Highway Division c. Organization 10 Park Plaza d. Street Address Boston e. City/Town MA f. State 02116 g. Zip Code 857-368-8807 h. Phone Number i. Fax Number Susan.McArthur@dot.state.ma.us j. Email address 4. Representative (if any): Haris a. First Name Awal b. Last Name Parsons c. Company 100 High Street d. Street Address Boston e. City/Town MA f. State 02110 g. Zip Code 617.449.1511 h. Phone Number i. Fax Number Haris.Awal@parsons.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): $1,050. a. Total Fee Paid $1,050 b. State Fee Paid $0 c. City/Town Fee Paid wpaform3.doc • rev. 2/8/2018 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town A. General Information (continued) 6. General Project Description: Replacement of two bridges: Interstate 91 (I-91) Bridge N-19-059 (‘Bridge 059’) over US Route 5 and the Boston & Maine RR; and the I-91 Bridge N-19-060 over Hockanum Road; as well as for the permanent widening of US Route 5 (Mt Tom Road) (“the Project”) within the existing State Highway Layout. 7a. Project Type Checklist: (Limited Project Types see Section A. 7b.) 1. Single Family Home 2. Residential Subdivision 3. Commercial/Industrial 4. Dock/Pier 5. Utilities 6. Coastal engineering Structure 7. Agriculture (e.g., cranberries, forestry) 8. Transportation 9. Other 7b. Is any portion of the proposed activity eligible to be treated as a limited project (including Ecological Restoration Limited Project) subject to 310 CMR 10.24 (coastal) or 310 CMR 10.53 (inland)? 1. Yes No If yes, describe which limited project applies to this project. (See 310 CMR 10.24 and 10.53 for a complete list and description of limited project types) Maintenance and Improvement of existing public roadways, limited to widening less than a single lane. If the proposed activity is eligible to be treated as an Ecological Restoration Limited Project (310 CMR10.24(8), 310 CMR 10.53(4)), complete and attach Appendix A: Ecological Restoration Limited Project Checklist and Signed Certification. 8. Property recorded at the Registry of Deeds for: Hampshire a. County N/A (State Highway, no Parcel Data) b. Certificate # (if registered land) N/A (State Highway, no Book #) c. Book N/A (State Highway, Page #) d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. Buffer Zone Only – Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc • rev. 2/8/2018 Page 3 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) For all projects affecting other Resource Areas, please attach a narrative explaining how the resource area was delineated. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Bank 1. linear feet 2. linear feet b. Bordering Vegetated Wetland 174 Perm, 8,688 Temp 1. square feet 215 2. square feet c. Land Under Waterbodies and Waterways 1. square feet 2. square feet 3. cubic yards dredged Resource Area Size of Proposed Alteration Proposed Replacement (if any) d. Bordering Land Subject to Flooding 24,695 1. square feet 16,700 2. square feet 44,275 3. cubic feet of flood storage lost 48,411 4. cubic feet replaced e. Isolated Land Subject to Flooding 1. square feet 2. cubic feet of flood storage lost 3. cubic feet replaced f. Riverfront Area 1. Name of Waterway (if available) - specify coastal or inland 2. Width of Riverfront Area (check one): 25 ft. - Designated Densely Developed Areas only 100 ft. - New agricultural projects only 200 ft. - All other projects 3. Total area of Riverfront Area on the site of the proposed project: 0 square feet 4. Proposed alteration of the Riverfront Area: 0 a. total square feet 0 b. square feet within 100 ft. 0 c. square feet between 100 ft. and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? Yes No 6. Was the lot where the activity is proposed created prior to August 1, 1996? Yes No 3. Coastal Resource Areas: (See 310 CMR 10.25-10.35) Note: for coastal riverfront areas, please complete Section B.2.f. above. wpaform3.doc • rev. 2/8/2018 Page 4 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Designated Port Areas Indicate size under Land Under the Ocean, below b. Land Under the Ocean 1. square feet 2. cubic yards dredged c. Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. Coastal Beaches 1. square feet 2. cubic yards beach nourishment e. Coastal Dunes 1. square feet 2. cubic yards dune nourishment Size of Proposed Alteration Proposed Replacement (if any) f. Coastal Banks 1. linear feet g. Rocky Intertidal Shores 1. square feet h. Salt Marshes 1. square feet 2. sq ft restoration, rehab., creation i. Land Under Salt Ponds 1. square feet 2. cubic yards dredged j. Land Containing Shellfish 1. square feet k. Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above 1. cubic yards dredged l. Land Subject to Coastal Storm Flowage 1. square feet 4. Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a. square feet of BVW b. square feet of Salt Marsh 5. Project Involves Stream Crossings a. number of new stream crossings b. number of replacement stream crossings wpaform3.doc • rev. 2/8/2018 Page 5 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town C. Other Applicable Standards and Requirements This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Limited Project Checklists – Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI_EST_HAB/viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 1 Rabbit Hill Road Westborough, MA 01581 Phone: (508) 389-6360 Aug 1, 2017 b. Date of map If yes, the project is also subject to Massachusetts Endangered Species Act (MESA) review (321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review (unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review* 1. Percentage/acreage of property to be altered: (a) within wetland Resource Area 0 s.f. percentage/acreage (b) outside Resource Area 13,427 s.f. (0.31 acre) percentage/acreage 2. Assessor’s Map or right-of-way plan of site 2. Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work ** (a) Project description (including description of impacts outside of wetland resource area & buffer zone) (b) Photographs representative of the site * Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see http://www.mass.gov/eea/agencies/dfg/dfw/natural-heritage/regulatory-review/). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. ** MESA projects may not be segmented (321 CMR 10.16). The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc • rev. 2/8/2018 Page 6 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town C. Other Applicable Standards and Requirements (cont’d) (c) MESA filing fee (fee information available at http://www.mass.gov/dfwele/dfw/nhesp/regulatory_review/mesa/mesa_fee_schedule.htm). Make check payable to “Commonwealth of Massachusetts - NHESP” and mail to NHESP at above address Projects altering 10 or more acres of land, also submit: (d) Vegetation cover type map of site (e) Project plans showing Priority & Estimated Habitat boundaries (f) OR Check One of the Following 1. Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, http://www.mass.gov/dfwele/dfw/nhesp/regulatory_review/mesa/mesa_exemptions.htm; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. Separate MESA review ongoing. a. NHESP Tracking # b. Date submitted to NHESP 3. Separate MESA review completed. Include copy of NHESP “no Take” determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. Not applicable – project is in inland resource area only b. Yes No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore - Cohasset to Rhode Island border, and the Cape & Islands: Division of Marine Fisheries - Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Email: DMF.EnvReview-South@state.ma.us North Shore - Hull to New Hampshire border: Division of Marine Fisheries - North Shore Office Attn: Environmental Reviewer 30 Emerson Avenue Gloucester, MA 01930 Email: DMF.EnvReview-North@state.ma.us Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP’s Boston Office. For coastal towns in the Southeast Region, please contact MassDEP’s Southeast Regional Office. wpaform3.doc • rev. 2/8/2018 Page 7 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town C. Other Applicable Standards and Requirements (cont’d) Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? a. Yes No If yes, provide name of ACEC (see instructions to WPA Form 3 or MassDEP Website for ACEC locations). Note: electronic filers click on Website. b. ACEC 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? a. Yes No 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? a. Yes No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. Applying for Low Impact Development (LID) site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. A portion of the site constitutes redevelopment 3. Proprietary BMPs are included in the Stormwater Management System. b. No. Check why the project is exempt: 1. Single-family house 2. Emergency road repair 3. Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project) with no discharge to Critical Areas. D. Additional Information This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent – Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number (provided on your receipt page) for any of the following information you submit to the Department. 1. USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc • rev. 2/8/2018 Page 8 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Northampton City/Town D. Additional Information (cont’d) 3. Identify the method for BVW and other resource area boundary delineations (MassDEP BVW Field Data Form(s), Determination of Applicability, Order of Resource Area Delineation, etc.), and attach documentation of the methodology. 4. List the titles and dates for all plans and other materials submitted with this NOI. Construction Plan Sets for US Route 5 and I-91 (31 Sheets Total) Date: 12/16/2019. a. Plan Title Parsons b. Prepared By c. Signed and Stamped by Haris Awal d. Final Revision Date 1"=40" e. Scale f. Additional Plan or Document Title g. Date 5. If there is more than one property owner, please attach a list of these property owners not listed on this form. 6. Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. Attach NOI Wetland Fee Transmittal Form 9. Attach Stormwater Report, if needed. E. Fees 1. Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form) to confirm fee payment: Not Applicable for MassDOT Projects 2. Municipal Check Number 3. Check date 0237562 4. State Check Number 12/19/19 5. Check date Parsons 6. Payor name on check: First Name (JP Morgan Chase Bank) 7. Payor name on check: Last Name noifeetf.doc • Wetland Fee Transmittal Form • rev. 10/11 Page 1 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A. Applicant Information 1. Location of Project: US Rte 5 (Mt. Tom Road) at I-91 Exit 18 a. Street Address Northampton b. City/Town (TBD) c. Check number $1,050 d. Fee amount 2. Applicant Mailing Address: Susan a. First Name McArthur b. Last Name Massachusetts Department of Transportation (MassDOT) - Highway Division c. Organization 10 Park Plaza d. Mailing Address Boston e. City/Town MA f. State 01060 g. Zip Code 857-368-8807 h. Phone Number i. Fax Number Susan.McArthur@dot.state.ma.us j. Email Address 3. Property Owner (if different): a. First Name b. Last Name Massachusetts Department of Transportation (MassDOT) - Highway Division c. Organization 10 Park Plaza d. Mailing Address Boston e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number j. Email Address To calculate filing fees, refer to the category fee list and examples in the instructions for filling out WPA Form 3 (Notice of Intent). B. Fees Fee should be calculated using the following process & worksheet. Please see Instructions before filling out worksheet. Step 1/Type of Activity: Describe each type of activity that will occur in wetland resource area and buffer zone. Step 2/Number of Activities: Identify the number of each type of activity. Step 3/Individual Activity Fee: Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities (identified in Step 2) times the fee per category (identified in Step 3) to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone, the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract $12.50. To calculate the city/town share of the fee, divide the total fee in half and add $12.50. noifeetf.doc • Wetland Fee Transmittal Form • rev. 10/11 Page 2 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Fees (continued) Step 1/Type of Activity Step 2/Number of Activities Step 3/Individual Activity Fee Step 4/Subtotal Activity Fee Category 3: Road Construction not Crossing or Driveway. 1 $1,050 $1,050.00 Step 5/Total Project Fee:$1,050 Step 6/Fee Payments: Total Project Fee: $1,050.00 a. Total Fee from Step 5 State share of filing Fee: $512.50 b. 1/2 Total Fee less $12.50 City/Town share of filling Fee: $537.50 c. 1/2 Total Fee plus $12.50 C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee, payable to the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 Boston, MA 02211 b.) To the Conservation Commission: Send the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and the city/town fee payment. To MassDEP Regional Office (see Instructions): Send a copy of the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and a copy of the state fee payment. (E-filers of Notices of Intent may submit these electronically.) U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 1 1.0 Introduction On behalf of the Massachusetts Department of Transportation (MassDOT) – Highway Division, Parsons is submitting this Notice of Intent for the replacement of two bridges: Interstate 91 (I-91) Bridge N-19- 059 (‘Bridge 059’) over US Route 5 and the Boston & Maine RR; and the I-91 Bridge N-19-060 over Hockanum Road; as well as for the permanent widening of US Route 5 (Mt Tom Road) (“the Project”) within the existing State Highway Layout. The purpose of the bridge replacements is to address structural deficiencies and functional obsolescence on the bridges and associated roadway elements. The purpose of the work on US Route 5 is to improve vehicular traffic flow and safety, and to provide bicycle lanes and sidewalk accommodation. The Project meets the Wetland Protection Act definition of a limited project under 310 CMR 10.24(7)(c) because it complies with the applicable provisions of parts (1) maintenance and improvement of existing public roadways, and (2) maintenance, repair and improvement of structures. The bridge replacements and associated improvements to the I-91 approaches can be considered ‘footprint’ bridge replacements as they involve the replacement of existing structures with new structures in the same location with similar capacity and horizontal and vertical alignment. In accordance with the Transportation Bond Bill, footprint bridge projects are exempt from review under the Massachusetts Environmental Policy Act Regulations (301 CMR 11.00), the Massachusetts Wetlands Protection Act Regulations (310 CMR 10.00), and the Chapter 91 Waterways Regulations (310 CMR 9.00). However, exemptions afforded by the Footprint Bridge Program cannot be applied to the US Route 5 improvements, because US Route 5 improvements are not strictly required to support the bridge replacement; instead they are meant to address deficiencies on US Route 5 in the same project location as the I-91 bridges. For simplicity, and to streamline permitting, MassDOT has elected to not claim footprint bridge exemptions on any portion of the project. Splitting the project into exempt (bridge) and non-exempt (Route 5) pieces would increase the permitting complexity and would not serve any purpose. Therefore, this Notice of Intent applies to the whole Project. And since the Project will require temporary wetland impacts exceeding 5,000 square feet, a request for Water Quality Certification will also be submitted to Massachusetts Department of Environmental Protection, for the whole Project. The Project has been designed to avoid or minimize direct impacts to resource areas to the maximum extent practicable and is designed with the minimum length and width necessary. However, the widened embankment on US Route 5, and the work on bridge 059, will permanently displace 174 square feet (0.004 acre) of Bordering Vegetated Wetland (BVW) and temporarily impact 8,688 square feet (0.20 Acre) of BVW. The Project will permanently displace 1640 cubic yards (44,275 cubic feet) of flood storage within Bordering Land Subject to Flooding (BLSF). To mitigate BVW impacts, MassDOT proposes to provide a 215 square foot (0.005 acre) wetland replication area. The proposed wetland replication area will be in accordance with the performance standards for BVW, and the 2002 Massachusetts Inland Wetland Replication Guidelines. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 2 In accordance with the Massachusetts Wetlands Protection Act Regulations (310 CMR 10.00), abutter notifications are not required for projects proposed by the Massachusetts Department of Transportation Highway Division pursuant to St. 1993, c. 472 as approved on January 13, 1994. 2.0 Existing Conditions The existing roadway has various deficiencies. US Route 5 SB lacks dedicated right-turning lanes at the I-91 southbound (SB) and northbound (NB) on-ramps, and lacks sidewalks and dedicated bike lanes within the project limits. The project area is located approximately three-quarters of a mile south/southeast of downtown Northampton, in an area zoned Special Conservancy (SC). The area around Bridge 059 consists of a mix of: • commercial development on US Route 5 north and south of the project limits; • transportation infrastructure associated with the Interstate, ramps, US Route 5, a MassDOT maintenance yard, and the rail line; • vegetated areas including mowed lawn (in the NB I-91 ramp infield), natural wooded areas and wetlands, and a wildlife refuge adjacent to the highway ROW east of the bridge; and • a wastewater treatment plant located north of the US Route 5 project limits. Much of the project area is within the 100-year floodplain (elevation 123.0); the project is located outside of the Connecticut River Levee system located north and west of the project limits. There is no floodway in the project limits. (Reference: Flood Insurance Rate Map, Community Panel Number 250167 0002 A published April 3, 1978; Refer to FIRMette in Attachment B) Several wetlands were flagged in the areas west of US Route 5 (north of the I-91 SB ramp termini, in the I-91 SB and NB ramp infields), and in the area east of US Route 5 under Bridge 059. The project contains Massachusetts Division of Fisheries and Wildlife Natural Heritage and Endangered Species Program (NHESP) - designated Priority Habitats for Rare Species according to the current NHESP habitat maps. Consultation has already occurred with NHESP. NHESP indicated that, “the Division has visited the site and conducted a botanical survey on June 27th. There were no rare plants found during the visit. Based on the findings, no further review is required.” (Refer to Attachment E – Agency Correspondence – for e-mail, D. Paulson to R. Natario, dated 8/7/2018). There are no certified vernal pools or ACECs mapped in or adjacent to the project. 2.1 Wetland Resource Area Summary The following sections present an overview of the identified wetland resource areas within the project area. This information has been used by the design team to avoid or minimize work within sensitive resource areas as well as evaluate the potential for project-related impacts. Within the project limits exist Bordering Vegetated Wetlands (BVW), streams, and Bordering Land Subject to Flooding (BLSF); these resource areas are discussed below. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 3 The Project is near the Connecticut River, and is within the associated Bordering Land Subject to Flooding (BLSF) as defined by the FEMA 100-year floodplain. It is outside any 100-foot buffer zone to Bank, and the Connecticut River’s 200-foot Riverfront Area. 2.1.1. Bordering Vegetated Wetlands (310 CMR 10.55) According to 310 CMR 10.55, BVW is defined as “freshwater wetlands which border on creeks, rivers, streams, ponds, and lakes. The types of freshwater wetlands are wet meadows, marshes, swamps, and bogs. BVW are areas where the soils are saturated and/or inundated such that they support a predominance of wetland indicator plants.” Nine Bordering Vegetated Wetlands in proximity to the project area were flagged as indicated on the Project Site Plans in Attachment B. Standard delineation procedures were utilized in accordance with the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Northcentral and Northeast Region (2012). Representative photographs are found in Attachment C. Wetland 1 is a Bordering Vegetated Wetland (BVW) characterized as wet meadow with small forested wetland areas, located under Bridge 059, between US Route 5 and the B&M Rail line. It was delineated in August 2016 by Epsilon for MassDOT. Wetlands 2A, N2A, 2B, 2C and 2D are located in the I-91 NB On-ramp infield. • Wetland 2A is a BVW characterized as a deep, man-made drainage ditch constructed when the interstate was built in the 1960s. It was delineated in November 2012 by Parsons; its edge is defined by wetland flag numbers 2WL-A9 through 2WL-A12. In the time since the 1960s, trees and shrubs have established in the ditch. • Wetland N2A is a BVW that consists of forested and shrub wetlands with mowed lawn adjacent to US Route 5. Wetland N2A was delineated in 2013 by Northeast Land and Water LLC; its edge is defined by wetland flag numbers C1 through C9. Wetland N2A abuts wetland 2A. • Wetland 2B is an Isolated Vegetated Wetland (IVW) maintained as a mowed infield area. It was delineated in November 2012 by Parsons; its edge is defined by wetland flag numbers 2WL- B1 through 2WL-B6. Wetland 2B is not connected to another wetland; it is considered an isolated wetland, and therefore has no associated 100-foot BVW buffer. • Wetland 2C is an IVW maintained as a mowed infield area. It was delineated in November 2012 by Parsons; its edge is defined by wetland flag numbers 2WL-C1 through 2WL-C4. Wetland 2C is not connected to another wetland; it is considered an isolated wetland, and therefore has no associated 100-foot BVW buffer. • Wetland 2D is an IVW maintained as a mowed infield area. It was delineated in 2012 by Parsons; its edge is defined by wetland flag numbers 2WL-D1 through 2WL-D6. Wetland 2D is not connected to another wetland; it is considered an isolated wetland, and therefore has no associated 100-foot BVW buffer. Numbers 3-5 were not used as wetland identifiers. Wetlands 6A and 6B are located in I-91 SB On-ramp infield. • Wetland 6A is a BVW characterized as a forested wetland. It was delineated in 2012 by Parsons; its edge is defined by wetland flag numbers 6WL-A1 through 6WL-A14. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 4 • Wetland 6B is a BVW characterized as a forested wetland. It was delineated in 2012 by Parsons; and its southeastern edge (closest to US Route 5) was refined (re-delineated) in August 2016 by Epsilon Associates, Inc. Its edge is defined by (2012) flags 6WL-B4 through 6WL-B10, and by (2016) flags V-201 through V-209. Wetland 7 is a BVW characterized as a forested wetland. It was delineated in 2013 by Northeast Land and Water LLC; its edge is defined by wetland flag numbers A1 through A11. No watercourses were flagged within 200 feet of the US Route 5 project limits. Along I-91, two man-made 4-foot-wide drainage ditches, WC3 (south of Hockanum Road) and WC4 (North of Hockanum Road), were flagged during field work in 2012. The ditches are in the vicinity of Bridge N- 19-060, along the east side of I-91 just north and south of Hockanum Road, and were created when I-91 was constructed in the 1960s. The centerlines of these ditches were delineated and mapped. Although most of the ditches lack wetland characteristics the wettest portions appear to be marginal. A 100-foot BVW buffer has been applied. Old Mill River flows culverted from a pumping station west of the levee to an outlet beyond the east edge of the I-91 ROW. The approximate watercourse alignment is depicted as WC5; it flows southeasterly through the Silvio Conte Wildlife Refuge and to the Connecticut River. This watercourse has an associated 200-foot Riverfront Area that is truncated at the culvert outlet, in accordance with 310CMR 10.58. 2.1.2 100 - Foot Buffer Zone to BVW. Pavement widening, sidewalk construction, and filling to expand the US Route 5 embankment will occur within the 100-foot buffer zone of wetlands 1, 2A, N2A, 2B, 2C, 2D, 6A, 6B and 7. The affected buffer areas are predominantly mowed, or areas subject to occasional vegetation management. 2.1.3 Bordering Land Subject to Flooding (BLSF) Much of the project area lies below the 100-year flood elevation contour 123.0 feet based on the FEMA map’s NGVD29 datum. The flood elevation converts to approximately 122.3 feet using the current NAVD88 datum used in the project’s base mapping and design. Fill and minor grading will occur within the BLSF. 2.1.4 200-Foot Riverfront Area A 200-foot Riverfront area is associated with the Old Mill River, which is identified as WC5 (refer to section 2.1.1). No permanent or temporary work is proposed within the associated 200-foot Riverfront area. 2.2 Rare Species Summary Rare species are protected under the Massachusetts Endangered Species Act (M.G.L. c. 131A) (MESA) and Regulations (321 CMR 10.00) as well as 310 CMR 10.59 of the MA WPA regulations where jurisdiction exists. The most current mapping available was reviewed including the Natural Heritage Endangered Species Program (NHESP) Priority and Estimated Habitat data layers (MassGIS August U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 5 2017). Only NHESP Priority Habitat was identified within the project area. Consultation has already occurred with NHESP; as noted in Section 2.0 above. No further review is required. 2.3 Vernal Pools A desktop review of NHESP GIS Data (updated 3/22/2018) of Certified Vernal Pools (CVPs) and Potential Vernal Pools (PVPs) revealed no vernal pools within the Project area. 3.0 Proposed Work and Impacts to Wetland Resource Areas On US Route 5 SB, dedicated right-turning lanes will be added at the I-91 SB and NB on-ramps, and a 5-foot-wide sidewalk will be added within the project limits on the west side of US Route 5, and 5- foot-wide bike lanes added to both sides of US Route 5. The project will result in the permanent fill of 174 square feet of BVW (at Wetland 2B) in order to widen the US Route 5 roadway section to provide right turn lanes, bike lanes, and a sidewalk. These impacts will be mitigated as described in Section 6. The project will temporarily disturb an additional 651 square feet of temporary disturbance at the same wetland (Wetland 2B) during construction. For Bridge 059, the existing multi-span Bridge will be replaced to address structural deficiencies and functional obsolescence on the bridges and associated roadway elements within the project limits. A new superstructure will be constructed on new abutments and piers, on the same alignment as the existing bridge. The new pier foundations will be located in the same configuration as the existing foundations, but with more widely-spaced columns to support the additional width of I-91. Since the columns located within the wetland will have the same diameter as the existing columns, the reconfigured pier columns will have a net 0 s.f. permanent impact in Wetland 1. Timber matting to support construction equipment under the bridge will have an 8,037 s.f. temporary impact on Wetland 1, for a duration of 2-3 years. The Table 3-1 describes temporary and permanent impacts to BVW that will occur as a result of project activities: Table 3-1 Activity Impacted BVW Resource Proposed BVW Impacts (s.f.) Widening (filling) Rte. 5 embankment to add bike lanes and a sidewalk. Wetland 2B 174 Perm. 651 Temp Bridge N-19-059 Replacement Wetland 1 0 Perm. 8,037 Temp Totals 174 Perm. 8,688 Temp U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 6 4. CONFORMANCE WITH THE PERFORMANCE STANDARDS OF THE MASSACHUSETTS WETLAND PROTECTION ACT 4.1 Bordering Vegetated Wetland (BVW) [310 CMR 10.55(4)(a)] – Where the presumption set forth in 310 CMR 10.55(3) is not overcome, any proposed work in a BVW shall not destroy or otherwise impair any portion of said area. MassDOT has designed the Project to avoid wetland impacts to the maximum extent practicable. Unavoidable permanent wetland impacts (approximately 174 square feet) will occur as a result of the addition of the southbound US Route 5 turning lane, bike lanes and sidewalk necessary to improve the operation and safety of vehicular traffic and to implement MassDOT’s Complete Streets initiative. Mitigation for direct wetland impacts will be provided (refer to Section 6). [310 CMR 10.55(4)(b)] – Notwithstanding the provisions of 310 CMR 10.55(4)(a), the issuing authority may issue an Order of Conditions permitting work which results in the loss of up to 5,000 square feet of BVW when said area is replaced (in accordance with 310 CMR 10.55(4)(b)). The proposed work will comply with these performance standards for wetland replication. The project will result in the permanent loss of 174 square feet of IVW. Approximately 215 square feet of wetland mitigation is proposed, for a replication ratio of 1:1. The proposed mitigation involves the regrading of an upland area adjacent to existing Wetland 1. Please refer to Section 6 for more details on the proposed replication area. [310 CMR 10.55(4)(c)] – Notwithstanding the provisions of 310 CMR 10.55(4)(a), the issuing authority may issue an Order of Conditions permitting work which results in the loss of a portion of BVW when said portion has a surface area less than 500 square feet; said portion extends in a distinct linear configuration (“finger like”) into adjacent uplands; and in the judgment of the issuing authority it is not reasonable to scale down, redesign or otherwise change the proposed work so that it could be completed without loss of said wetland. Not applicable because there is no net loss of wetlands. [310 CMR 10.55(4)(d)] – Notwithstanding the provisions of 310 CMR 10.55(4)(a), (b) or (c), no project may be permitted which will have any adverse effect on specified habitat sites of rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.59. Designated Priority Habitat is found within the project area, based on a desktop review of the most recent (August 2017) NHESP MassGIS data layers. MassDOT has coordinated with NHESP. Based on a botanical survey conducted by the NHESP on 6/27/18, no rare state-listed plant species were found within the project area. No mapped priority or estimated habitats for vertebrate or invertebrate animal species exists within the project area. MassDOT’s early coordination with NHESP also satisfies the 30- day waiting/coordination period. [310 CMR 10.55(4)(e)] – Any proposed work shall not destroy or otherwise impair any portion of BVW that is within an Area of Critical Environmental Concern designated by the Secretary of Environmental Affairs under M.G.L. c.21A, s.2(7) and 301 CMR 12.00. Based on a desktop review of the most recent Mass GIS data (April 2009), the Project is not located within an Area of Critical Environmental Concern. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 7 4.2 Bordering Land Subject to Flooding (BLSF) [310 CMR 10.57(4)(a)(1)] – Compensatory storage shall be provided for all flood storage volume that will be lost as the result of a proposed project within Bordering Land Subject to Flooding, when in the judgment of the issuing authority said loss will cause an increase or will contribute incrementally to an increase in the horizontal extent and level of flood waters during peak flows. The project will fill approximately 24,695 square feet of BLSF in order to widen the US Route 5 roadway, and will create approximately 11,880 square feet of new BLSF. The project will displace approximately 1,640 cubic yards of flood storage below the 100-year flood elevation 123.0 feet NGVD29 (122.3 feet NAVD88) (the 100-year flood elevation) in order to widen the US Route 5 roadway embankment. Table 4-1 reports the proposed fill and compensation volumes, by 1-foot elevation increment. Table 4-1 Elevation (range, in feet) Route 5 Embankment Fill (cubic yards) Proposed Compensation (cubic yards) Net flood storage increase (decrease) 122.3-122 142.9 43.5 -99.4 122-121 445.2 215.6 -229.6 121-120 382.7 239.9 -142.3 120-119 281.2 220.8 -60.4 119-118 182.6 203.1 20.5 118-117 100.8 182.9 82.1 117-116 52.8 167.5 114.7 116-115 27.8 146.0 118.2 115-114 11.3 123.7 112.4 114-113 6.8 103.9 97.1 113-112 4.3 82.9 78.6 112-111 1.4 63.0 61.6 Total (Cu. yd): 1639.8 1793.0 153.2 Total (Cu. ft): 44,275 48,411 4,136 The design team reviewed the project area and determined that there is very little available land at elevations above the 100-year flood elevation. However, a flood storage compensation area was identified on the east side of US Route 5 in the vicinity of Route 5 Station 115+00 to 116+00 (just north of the bridge), on state-owned property that also houses a MassDOT Maintenance facility (‘Depot’). (Note: This area is outside the original base map extent, so the existing ground contours in this area were interpolated; a resurvey is scheduled. Design modifications, if required based on updated mapping, will be reported to the Conservation Commission.) The overall flood storage volume displaced will be entirely offset. However, some of the higher-elevation floodplain storage volume could not be achieved at the same 1-foot elevation increment as that lost by fill; therefore the flood plain compensation area will provide excess compensation at the lower 1-foot increments but will not fully compensate impacts at the higher elevations. The compensatory volume will have the same hydraulic connection (an existing culvert through the rail embankment) to the same waterway or water body (the Connecticut River) as the BLSF impacted area. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 8 [310 CMR 10.57(4)(a)(2)] – Work within Bordering Land Subject to Flooding, including that work required to provide the above-specified compensatory storage, shall not restrict flows so as to cause an increase in flood stage or velocity. There are no FEMA-designated floodways in the project area, and the project will not restrict flows in any way. [310 CMR 10.57(4)(a)(3)] – Work in those portions of bordering land subject to flooding found to be significant to the protection of wildlife habitat shall not impair its capacity to provide important wildlife habitat functions. The project’s BLSF impacts are primarily in areas maintained as lawn or where vegetation is managed to maintain roadside vegetation for safety within the highway Right-of-Way. The exception is the wooded area on the west side of US Route 5 north of I-91 bridge 059. A small portion of the edge of this wooded area would be displaced. Refer to [310 CMR 10.57(4)(c)] – Protection of Rare Wildlife Species, below. [310 CMR 10.57(4)(c)] – Protection of Rare Wildlife Species. Notwithstanding the provisions of 310 CMR 10.57(4)(a) or (b), no project may be permitted which will have any adverse effect on specified wildlife habitat sites of rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.59. NHESP-designated Priority Habitats for Rare Species exists in the wooded area on the west side of US Route 5 north of I-91 bridge 059 and would be impacted by the project. MassDOT has coordinated with NHESP. Based on a botanical survey conducted by the NHESP on 6/27/18, no rare state-listed plant species were found within the project area. No mapped priority or estimated habitats for vertebrate or invertebrate animal species exists within the project area. 5. ALTERNATIVES ANALYSIS The project involves widening an existing road, US Route 5 (Mt Tom Road), on the same alignment. The alignment is constrained by existing wetlands on both sides of US Route 5, the existing ramp intersections, and the existing and proposed bridge piers and abutments associated with Bridge 059 (I-91 over US Route 5) that will be replaced as a ‘footprint bridge’ at approximately the same time as the project is constructed. ‘No Action’: Impacts to the resource areas could be reduced or avoided by eliminating the proposed sidewalk, bike lanes and turning lanes from the project. The No Action Alternative would fail to improve vehicular safety and operational improvements and would fail to incorporate MassDOT’s ‘complete streets’ principles that benefit pedestrians and bicyclists. Alternative Alignments: Relocating US Route 5 to a new alignment in the project area would greatly increase costs and impacts to regulated wetland areas. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 9 Impact Minimization: Impacts could be reduced or avoided by using retaining walls to support the expanded embankment; retaining walls are not considered practicable because they would incur substantial additional cost and long-term maintenance requirements. The current (75%) design minimizes impacts to BVWs and BLSF by specifying 1(h):1(v) plantable Mechanically Stabilized Embankment (MSE) side slopes on most of the west side of US Route 5. 6. PROPOSED MITIGATION PROJECTS AND TECHNIQUES 6.1 Wetland Replication Wetland Replication/Mitigation Wetland replication is proposed for this project. There is adequate room adjacent to an existing wetland on the east side of US Route 5 to construct compensatory wetlands. A conceptual replication area is presented with the project plans in Attachment B. To ensure no net loss of wetlands as a result of the Project, MassDOT proposes to provide appropriate wetland replication in order to offset any permanent wetland impacts, designed based upon guidelines outlined in the 2002 Massachusetts Inland Wetland Replication Guidelines (Commonwealth of Massachusetts Guidance No. BRP/DWM/WetG02-2). The wetland was designed per MassDOTs Wetland Design Submittal Basic Guidelines and will be constructed in accordance with MassDOT’s Special Provisions for ‘Wetland Specialist’. The preferred compensatory mitigation (described below), is approximately 215 square feet in area and would provide slightly greater than a 1:1 ratio for the permanent loss of 174 square feet of mowed wet meadow wetlands. The wetland compensatory mitigation area will be created by grading/excavating an upland area adjacent to existing Wetland 1, installing a layer of organic soil, and seeding the newly graded area with a native wetland seedmix. The seedmix will be ‘Wetland Mix – FACW Meadow Mix’ as defined in construction specification Item 755.35 ‘Inland Wetland Mitigation’; it includes native wetland-adapted species of grasses, sedges, rushes, and herbs/forbs such as asters, joe-pye weed, ironweed, and swamp milkweed. The creation area grading will be feathered in to match the existing wetland edge and the finished grade in the mitigation area will be elevation 107.5, matching the elevation of the adjacent wetland. In this way Wetland 1 will be effectively expanded. 6.2 Floodplain Storage Mitigation The project will displace approximately 1,600 cubic yards of flood storage below the 100-year flood elevation 123.0 feet NGVD29 (122.3 feet NAVD88) (the 100-year flood elevation) in order to widen the US Route 5 roadway embankment. Refer to the Table 4-1 and 4-2. The flood storage volume impacts will be entirely offset by creation of flood storage mitigation on the east side of Route 5 in the vicinity of Station 115+00 to 116+00. The compensatory volume will have the same hydraulic connection to the same waterway or water body (the Connecticut River) as the BLSF impacted area. U.S. Route 5 (Mt. Tom Road) Improvements at I-91 Interchange 18 Attachment A – Project Narrative Northampton, Massachusetts 10 6.3 Construction Best Management Practices (BMPs) Installation Stormwater handling BMPs have been incorporated into the design to the maximum extent feasible, including bioretention ponds with sediment forebays, deep-sump catch basins, and riprap splash- pads. Refer to the accompanying Stormwater Management Checklist Form and Stormwater Management Report (Attachment D). Prior to the commencement of work, construction Best Management Practices (BMPs) will be installed between the work area and resource areas. These may include, but are not limited to, compost filter tubes and silt fencing. For details regarding the specific placement of controls, please refer to the site plans in Attachment B. Controls will be regularly inspected throughout the project and replaced as needed. All controls are to remain in place until disturbed areas are permanently stabilized. Construction supplies and soils stockpiling locations will occur in upland areas. If necessary, soil stockpiling locations will be surrounded by erosion and sediment controls to prevent sediment migration during large storm events. Concrete placement may occur in various stages of the project. Concrete washout basins will be staged in an upland area as far away from resource areas as possible. The basin will be lined with polyethylene plastic and will be large enough to prevent overtopping of waste concrete. Upon project completion, waste concrete will be removed off-site and disposed of properly. Disturbed areas will be restored to their previous condition to the fullest extent practicable. Following site grading, disturbed areas will be loamed, seeded, and stabilized using straw mulch. The selected seed mixes will be an upland conservation seed mix, and a wetland restoration mix. Both will be selected to consist of native plants that resemble the existing vegetation in the area. The selected seed mixes will help to ensure successful establishment of stabilizing vegetative cover as well as prevent the encroachment of invasive vegetation on wetland resource areas. 7. Conclusions Although the Project will disturb BVW, its associated 100-foot Buffer Zone, and BLSF, the proposed Project will: • Minimize disturbance to the greatest extent practicable; • Utilize appropriate BMPs to protect wetland resource areas from sedimentation and soil disturbance during construction; • Provide wetland replication at a greater than 1:1 ratio; • Provide Compensatory Flood Storage Volume of greater than 1:1 overall. Therefore, we request that the Northampton Conservation Commission find this proposal adequately protective of the public interests identified in the Act and issue an Order of Conditions. MassDOT Project 606552 MA WPA Notice of Intent Northampton, Massachusetts Attachment B Figure 1 – USGS Site Locus Map Figure 2 -- FEMA Firmette Permit Plans (31 Sheets) Produced for the Massachusetts Department of Transportation By Scale 1” = 2,000’ (1:24,000) Attachment A: USGS Locus Map Northampton Bridge replacement I-91 Over US 5 & BMRR and I-91 Over Hockanum Road Source: USGS Store Website, 7.5-minute topo maps for Easthampton and Mount Holyoke, MA (2015) N Bridge N-19-060 Bridge N-19-059 Legend: Project Limits I - 9 1 S O U T H B O U N D I - 9 1 N O R T H B O U N D U. S . R O U T E 5 HOC K A N U M R O A D B & M R A I L R O A D PROJECT BEGINLIMIT OF WORKSTA 65+14.52N 2937775.5104E 351349.7731 P R O J E C T E N D L I M I T O F W O R K S T A 1 1 2 + 0 5 . 3 8 N 2 9 4 1 8 4 8 . 0 8 1 1 E 3 5 4 0 4 4 . 9 5 2 9 B R # N - 1 9 - 0 5 9 ( 1 0 1 ) B R # N - 1 9 - 0 6 0 ( 1 0 3 ) 1962 SHLO 1962 SHLO 1 9 6 2 S H L O 1 9 6 2 S H L O B R # N - 1 9 - 0 6 0 ( 1 0 2 ) B R # N - 1 9 - 0 5 9 ( 1 0 0 ) I-91 RECORD BASELINE H O C K A N U M R O A D C O N S T R U C T I O N B A S E L I N E R O U T E 5 C O N S T R U C T I O N B A S E L I N E M T . T O M R O A D 45 50 55 6065 7 0 7 5 8 0 8 5 9 0 9 5 1 0 0 1 0 5 1 1 0 1 1 5 I-91 SHEET 1 OF 11 I - 9 1 S H E E T 5 O F 1 1 I - 9 1 S H E E T 6 O F 1 1 I - 9 1 S H E E T 7 O F 1 1 I - 9 1 S H E E T 8 O F 1 1 I - 9 1 S H E E T 9 O F 1 1 I - 9 1 S H E E T 1 0 O F 1 1 I - 9 1 S H E E T 1 1 O F 1 1 I-9 1 S H E E T 2 O F 1 1 I-91 SHEET 3 OF 11 I-91 SHEET 4 OF 11 PLAT E 1 2 ROUTE 5 SHEET 5 O F 5 R O U T E 5 S H E E T 4 O F 5 R O U T E 5 S H E E T 3 O F 5 R O U T E 5 S H E E T 2 O F 5 R O U T E 5 S H E E T 1 O F 5 11 0 11 5 1 2 0 12 5 1 3 0 13 5 RAMP B R A M P A RAMP C R A M P D 4 0 1 4 0 2 P R O J E C T B E G I N LI M I T O F W O R K S T A 1 0 9 + 5 5 . 0 0 N 2 9 4 0 0 4 9 . 8 0 9 0 E 3 5 2 1 7 0 . 3 0 1 0 PROJECT ENDLIMIT OF WORKSTA 136+86.00N 2937366.6749E 352678.5696 1 0 0 ' B U F F E R T O B V W ( T Y P . ) 765 766 767 768 769 770 771 772 773 774 775 776 777 778 779 780 781 782 783 PCC +28.99 PT +5 6 . 8 2 PC +4 7 . 3 8 PT +3 0 . 1 7 866 867 868 869 870 871 872 873 874 875 876 877 878 879 880 881 882 883 884 885 PCC +45. 2 7 PCC +15.17 PCC + 9 3 . 1 5 PT +24 . 1 4 N K E Y P L A N PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of Transportation massDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 4 4 0 1 1 0 2 2 0 F U L L D E P T H P A V E M E N T C O N S T R U C T I O N 1 . 5 " H M A F R I C T I O N C O U R S E A S P H A L T R U B B E R G A P G R A D E D ( H M A - S C - A R G G ) O V E R 2 . 0 " S U P E R P A V E S U R F A C E C O U R S E 1 2 . 5 P O L Y M E R ( S S C - 1 2 . 5 ) O V E R 2 . 5 " S U P E R P A V E I N T E R M E D I A T E C O U R S E 1 9 . 0 ( S I C - 1 9 . 0 ) O V E R 2 . 5 " S U P E R P A V E I N T E R M E D I A T E C O U R S E 1 9 . 0 ( S I C - 1 9 . 0 ) O V E R 4 . 5 " S U P E R P A V E B A S E C O U R S E 3 7 . 5 ( S B C - 3 7 . 5 ) O V E R 4 " D E N S E G R A D E D C R U S H E D S T O N E O V E R 8 " G R A V E L B O R R O W ( 9 5 % C O M P A C T E D ) P A V E M E N T M I L L I N G A N D O V E R L A Y - R O U T E 5 1 . 5 " H M A F R I C T I O N C O U R S E A S P H A L T R U B B E R G A P G R A D E D ( H M A - S C - A R G G ) O V E R 2 . 0 " S U P E R P A V E S U R F A C E C O U R S E 1 2 . 5 P O L Y M E R ( S S C - 1 2 . 5 - P ) O V E R 3 . 5 " P A V E M E N T M I L L I N G , T A C K C O A T 0 . 0 7 T O 0 . 0 9 G A L B I T U M E N ( R S - 1 H ) P E R S Y P A V E M E N T M I L L I N G A N D O V E R L A Y - H O C K A N U M R O A D 2 " S U P E R P A V E S U R F A C E C O U R S E 1 2 . 5 P O L Y M E R ( S S C 1 2 . 5 - P ) O V E R 2 " P A V E M E N T M I L L I N G , T A C C O A T 0 . 0 7 T O 0 . 0 9 G A L B I T U M E N R S - 1 H P E R S Y N O T E S : 1 . S T A T I O N L I M I T S I D E N T I F I E D A T P G L . 2 . T A C K C O A T S H A L L B E A P P L I E D F O R U N I F O R M C O V E R A G E A T T H E R A T E O F 0 . 0 6 T O 0 . 0 8 G A L / S Y T O P A V E D S U R F A C E A N D 0 . 0 7 T O 0 . 0 9 G A L / S Y T O M I L L E D S U R F A C E , I N A C C O R D A N C E W I T H S E C T I O N 4 5 0 . 3 . H M A J O I N T S E A L A N T S H A L L B E A P P L I E D T O A L L P A V E M E N T J O I N T S A N D A L O N G A D J O I N I N G E D G E S S U C H A S C U R B , C A S T I N G S A N D S A W C U T S . 4 . T O L E R A N C E F O R C O N S T R U C T I O N 0 . 5 % ± 5 . T H E S U P E R P A V E H O T M I X A S P H A L T S H A L L B E A W A R M M I X A S P H A L T I N C L U D I N G T H E O P E N G R A D E D F R I C T I O N C O U R S E . 6 . A L L C U T A N D F I L L S L O P E R O U N D I N G D E T A I L S S H O U L D C O M P L Y T O S T A N D A R D D R A W I N G E 1 0 3 . 1 . 0 I-91 REC O R D 36'-0"ROADWAY SHOULDERVARIES4'-0" TO 6'-0"1962 SHLO (V A R I E S 3 6 0 ' - 3 0 0 ' ) I-91 SOUTHBOUNDSTA 79+53.90 TO STA 79+78.50STA 84+21.15 TO STA 84+47.14 I - 9 1 N O R T H B O U N D S T A 7 9 + 9 9 . 8 5 T O S T A 7 8 + 2 4 . 4 5 S T A 8 3 + 6 0 . 7 3 T O S T A 8 3 + 8 6 . 7 2 2%2%2%12'-0"12'-0"12'-0"AUXILIARYLANE SHOULDERVARIES4'-0" TO 6'-0" 3 6 ' - 0 " R O A D W A Y S H O U L D E R V A R I E S 4 ' - 0 " T O 6 ' - 0 " 2 % 2 % 2 % 1 2 ' - 0 " 1 2 ' - 0 " 1 2 ' - 0 " A U X I L I A R Y L A N E ORDINARYBORROW (TYP)THRIE BEAM GUARD RAIL (TYP)WITH PVMT MILLING MULCHSEE CONSTRUCTIONPLANS FOR LIMITS 2%2%2'-0" P G L 5 8 ' - 0 " M E D I A N PROP FULLDEPTH PVMT (TYP)TYPE A BERM (TYP) 2 % 2 % PGLFULL DEPT H S E C T I O N A T BRIDGE (NO. N- 1 5 - 0 5 9 ) A P P R O A C H I-91 RECO R D 36'-0"ROADWAY SHOULDER4'-0"1962 SHLO (V A R I E S 3 6 0 ' - 3 0 0 ' ) I-91 SOUTHBOUNDSTA 73+97.09 TO STA 79+53.90STA 84+47.14 TO STA 89+36.70 I - 9 1 N O R T H B O U N D S T A 7 3 + 2 5 . 9 7 T O S T A 7 8 + 2 4 . 4 5 S T A 8 3 + 8 6 . 7 2 T O S T A 8 7 + 9 8 . 7 9 2%2%2%12'-0"12'-0"VARIESAUXILIARYLANE0'-12'SHOULDER4'-0" 3 6 ' - 0 " R O A D W A Y S H O U L D E R 4 ' - 0 " 2 % 2 % 2 % 1 2 ' - 0 " 1 2 ' - 0 " V A R I E S A U X I L I A R Y L A N E 0 ' - 1 2 ' S H O U L D E R 4 ' - 0 " ORDINARYBORROW (TYP)MAINTAIN EXISTGUARDRAIL IN PLACE 2%2%2'-0" P G L W B E A M G U A R D R A I L ( T Y P ) W I T H P V M T M I L L I N G M U L C H S E E C O N S T R U C T I O N P L A N S F O R L I M I T S 5 8 ' - 0 " M E D I A N TYPE A BERM (TYP)1.5:1 MAX 1 . 5 : 1 M A X 2 % 2 % PGLMILL AN D O V E R L A Y THREE LANE W I D E N I N G S E C T I O N PROP PVMT MILLINGAND OVERLAY (TYP)1.5:1 MAX W B E A M G U A R D R A I L ( T Y P ) W I T H P V M T M I L L I N G M U L C H S E E C O N S T R U C T I O N P L A N S F O R L I M I T S 1 . 5 : 1 M A X S H O U L D E R V A R I E S 4 ' - 0 " T O 6 ' - 0 " P R O P F U L L D E P T H P V M T W I D E N I N G ( T Y P ) I-91 RECO R D 1962 SHLO (V A R I E S 3 6 0 ' - 3 0 0 ' ) I-91 SOUTHBOUND I - 9 1 N O R T H B O U N D S T A 6 4 + 4 6 . 3 5 T O S T A 7 3 + 2 5 . 9 7 3 6 ' - 0 " R O A D W A Y 4 ' - 0 " S H O U L D E R 2 % 2 % 2 % 1 2 ' - 0 " 1 2 ' - 0 " V A R I E S A U X I L I A R Y L A N E 0 ' - 1 2 ' V A R I E S S H O U L D E R 1 ' - 1 2 ' P G L 5 8 ' - 0 " M E D I A N 2 % 2 % MILL AN D O V E R L A Y THREE LA N E S E C T I O N 4 " S A N D Y L O A M A N D S E E D ( T Y P ) F O R C R O S S - O V E R R E S T O R A T I O N M A T C H E X I S T G R A D E 4 " S A N D Y L O A M A N D S E E D ( T Y P ) F O R C R O S S - O V E R R E S T O R A T I O N M A T C H E X I S T G R A D E 4 " S A N D Y L O A M A N D S E E D ( T Y P ) F O R C R O S S - O V E R R E S T O R A T I O N M A T C H E X I S T G R A D E M A I N T A I N E X I S T G U A R D R A I L I N P L A C E P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) 6 ' - 0 " 6 ' - 0 " 6'-0"6'-0" I - 9 1 P R O P O S E D P A V E M E N T N O T E S S E E N O T E 6 ( T Y P . ) SEE NOTE 6(TYP.)SEE NOTE 6(TYP.) S E E N O T E 6 ( T Y P . ) S E E N O T E 6 ( T Y P . ) SEE NOTE 6(TYP.) S E E N O T E 6 ( T Y P . ) SEE NOTE 6(TYP.)36'-0"ROADWAY 4'-0"SHOULDER2%2%2%12'-0"12'-0"VARIESAUXILIARYLANE0'-12'VARIESSHOULDER1'-12'2%MAINTAIN EXIST GUARDRAIL IN PLACE PROP PVMT MILLINGAND OVERLAY (TYP)PGLSTA 66+06.53 TO STA 73+97.09 12"MODIFIED ROCK FILL OVER GEOTEXTILE FABRICFOR PERMANENT EROSION CONTROL (TYP) SEECONSTRUCTION PLANS FOR LIMITS 1 2 " M O D I F I E D R O C K F I L L O V E R G E O T E X T I L E F A B R I C F O R P E R M A N E N T E R O S I O N C O N T R O L ( T Y P ) S E E C O N S T R U C T I O N P L A N S F O R L I M I T S 12"MODIFIED ROCK FILLOVER GEOTEXTILE FABRICFOR PERMANENT EROSIONCONTROL (TYP) SEECONSTRUCTION PLANSFOR LIMITS 1 2 " M O D I F I E D R O C K F I L L O V E R G E O T E X T I L E F A B R I C F O R P E R M A N E N T E R O S I O N C O N T R O L ( T Y P ) S E E C O N S T R U C T I O N P L A N S F O R L I M I T S 2 4 " G R A V E L B O R R O W 2:1 SLOPE MAX ( T Y P ) R E T A I N E X I S T I N G C R O W N R E T A I N E X I S T I N G C R O W N R E T A I N E X I S T I N G C R O W N RETAINEXISTINGCROWN RETAINEXISTINGCROWNPARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 T Y P I C A L S E C T I O N S S H E E T 1 O F 3 S C A L E : N T S I-91 NORTHBOUNDSTA 97+50.65 TO STA 97+69.32STA 98+55.59 TO STA 98+74.26 I-91 NB & SB 24'-0"ROADWAY E X I S T G R O U N D 10'-0"SHOULDER 4'-0"SHOULDER 1962 SHLO (VARIES 360'-300')PROP PVMT MILLINGAND OVERLAY (TYP)I-91 SOUTHBOUNDSTA 67+18.57 TO STA 73+97.09STA 89+36.70 TO STA 97+66.64STA 98+90.27 TO STA 101+00.00 I - 9 1 N O R T H B O U N D S T A 6 8 + 7 2 . 7 1 T O S T A 7 3 + 2 5 . 9 7 S T A 8 7 + 9 8 . 7 9 T O S T A 9 7 + 5 0 . 6 5 S T A 9 8 + 7 4 . 2 6 T O S T A 1 0 1 + 0 0 . 0 0 RETAINEXISTCROWN3%2%2%4" SANDY L O A M A N D S E E D ( T Y P ) FOR CRO S S - O V E R R E S T O R A T I O N MATCH EX I S T G R A D E 2 4 ' - 0 " R O A D W A Y 1 0 ' - 0 " S H O U L D E R 4 ' - 0 " S H O U L D E R R E T A I N E X I S T C R O W N 3 % 2 % 2 % 12'-0"12'-0" 1 2 ' - 0 " 1 2 ' - 0 " 1 ' - 0 " BREAK 1'-0"BREAK24'-0"ROADWAY 10'-0"'SHOULDER 4'-0"'SHOULDER 1962 SHLO (VARIES 36 0 ' - 3 0 0 ' ) I-91 SOUTHBOUNDSTA 96+80.00 TO STA 97+85.31STA 98+71.59 TO STA 99+56.00 3%2%2% 2 4 ' - 0 " R O A D W A Y 1 0 ' - 0 " S H O U L D E R 4 ' - 0 " ' S H O U L D E R 3 % 2 % 2 % 12'-0"12'-0" 1 2 ' - 0 " 1 2 ' - 0 " 1 ' - 0 " BREAK 1'-0"BREAK 2'-0"ORDINARYBORROW (TYP)THRIE BEAM GUARD RAIL (TYP)WITH PVMT MILLING MULCHSEE CONSTRUCTIONPLANS FOR LIMITS 4" LOAM AND SEED (TYP)2:1 SLOPE MAX (TYP)FOR CROSS-OVER RESTORATIONORDINARYBORROW (TYP)MAINTAIN EXISTGUARDRAIL IN PLACEPGL MATCHEXISTPGL P G L P G L 1 ' - 0 " S A W C U T E X I S T P V M T P V M T M I L L I N G & O V E R L A Y V A R I E S 2 ' - 0 " 8 " G R A V E L B O R R O W T Y P E B 8 " C E M E N T C O N C . B A S E C O U R S E 1 3 / 4 " S U P E R P A V E I N T E R M E D I A T E C O U R S E 1 9 . 0 ( S I C - 1 9 . 0 ) O V E R 1 1 / 2 " H M A F R I C T I O N C O U R S E A S P H A L T R U B B E R G A P G R A D E D ( H M A S C - A R G G ) O V E R D E T A I L 1 P A V E M E N T W I D E N I N G ≤ 4 ' ( R E V E R S E F O R N B C O R R I D O R ) N B S T A 7 2 + 5 2 . 7 1 T O S T A 7 8 + 6 0 . 3 2 N B S T A 8 4 + 5 0 . 1 2 T O S T A 8 5 + 8 9 . 6 1 S B S T A 7 3 + 9 8 . 8 3 T O S T A 7 9 + 9 8 . 0 9 S B S T A 8 5 + 8 0 . 7 6 T O S T A 8 7 + 2 3 . 1 6 1 ' - 0 " S A W C U T E X I S T P V M T P V M T M I L L I N G & O V E R L A Y V A R I E S 2 ' - 0 " D E T A I L 2 P A V E M E N T W I D E N I N G > 4 ' ( R E V E R S E F O R N B C O R R I D O R ) N B S T A 8 3 + 3 8 . 1 7 T O S T A 8 4 + 5 0 . 1 2 S B S T A 8 4 + 8 8 . 5 0 T O S T A 8 5 + 8 0 . 7 6 M A I N T A I N E X I S T G U A R D R A I L I N P L A C E W B E A M G U A R D R A I L ( T Y P ) W I T H P V M T M I L L I N G M U L C H S E E C O N S T R U C T I O N P L A N S F O R L I M I T S 1 . 5 : 1 M A X 1 . 5 : 1 M A X 58'-0"MEDIAN M A T C H E X I S T I-91 NB & SB 58'-0"MEDIAN TYPE A BERM (TYP)TYPE A BERM (TYP)PROP FULLDEPTH PVMT (TYP) T Y P E A B E R M ; S T D S H E E T E 1 0 6 . 1 . 0 I-91 NB & SB 24'-0"ROADWAY E X I S T G R O U N D 10'-0"SHOULDER4'-0"SHOULDER 1962 SHLO (VARIES 360'- 3 0 0 ' ) PROP PVMT MILLINGAND OVERLAY (TYP)I-91 SOUTHBOUNDSTA 101+00.00 TO STA 113+05.14 I - 9 1 N O R T H B O U N D S T A 1 0 1 + 0 0 . 0 0 T O S T A 1 1 1 + 8 1 . 7 5 3%VARIOUSVARIOUS 4 " S A N D Y L O A M A N D S E E D ( T Y P ) F O R C R O S S - O V E R R E S T O R A T I O N M A T C H E X I S T G R A D E 2 4 ' - 0 " R O A D W A Y 1 0 ' - 0 " S H O U L D E R 4 ' - 0 " S H O U L D E R 3 % V A R I O U S V A R I O U S 12'-0"12'-0" 1 2 ' - 0 " 1 2 ' - 0 " 1 ' - 0 " BREAK 1'-0"BREAKPGL P G L M A I N T A I N E X I S T G U A R D R A I L I N P L A C E 58'-0"MEDIANTYPE A BERM (TYP) T Y P E A B E R M S T D S H E E T E 1 0 6 . 1 . 0 FULL DEPTH SEC T I O N A T BRIDGE (NO. N-15-060 ) A P P R O A C H MILL AND OVERLAYNORMAL SECTIONMILL AND OVE R L A Y SUPERELEVATED S E C T I O N O R D I N A R Y B O R R O W 1 2 " M O D I F I E D R O C K F I L L O V E R G E O T E X T I L E F A B R I C F O R P E R M A N E N T E R O S I O N C O N T R O L ( T Y P ) S E E C O N S T R U C T I O N P L A N S F O R L I M I T S 1 2 " M O D I F I E D R O C K F I L L O V E R G E O T E X T I L E F A B R I C F O R P E R M A N E N T E R O S I O N C O N T R O L ( T Y P ) S E E C O N S T R U C T I O N P L A N S F O R L I M I T O R D I N A R Y B O R R O W P R O P F U L L D E P T H P V M T E X I S T G R O U N D 4 " S A N D Y L O A M A N D S E E D ( T Y P ) F O R C R O S S - O V E R R E S T O R A T I O N M A T C H E X I S T G R A D E 4 ' - 0 " G U A R D R A I L S E C T I O N S T D S H E E T 4 0 0 . 1 . 6 4 ' - 0 " G U A R D R A I L S E C T I O N S T D S H E E T 4 0 0 . 1 . 6 M A T C H E X I S T M A T C H E X I S T 6 ' - 0 " MATCHEXISTMATCHEXIST6'-0"RETAINEXISTINGCROWN R E T A I N E X I S T I N G C R O W N SEE NOTE 1(TYP.) S E E N O T E 1 ( T Y P . ) P A V E M E N T M I L L I N G M U L C H U N D E R G U A R D R A I L SEE NOTE 1(TYP.) S E E N O T E 1 ( T Y P . ) N O T E S : 1 . A L L C U T A N D F I L L S L O P E R O U N D I N G D E T A I L S S H O U L D C O M P L Y T O S T A N D A R D D R A W I N G E 1 0 3 . 1 . 0 P A V E M E N T M I L L I N G M U L C H U N D E R G U A R D R A I L PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of Transportation massDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 T Y P I C A L S E C T I O N S S H E E T 2 O F 3 S C A L E : N T S PROPOSED PAVEMENTMILLING AND OVERLAY RETAIN EX I S T C R O W N 2% 2 % U.S. ROUTE 5STA 122+50.00 TO STA 136+86.00 SAWCUT V A R I E S 3'-0"MIN 5'-0"BIKE LANE 5 ' - 0 " ( M I N ) B I K E L A N E 1 2 ' - 0 " S B T H R U L A N E 12'-0"NB TURN LANE / MEDIAN 12'-0"NB THRU LANE 46'-0"EXISTING ROADWAY 1 . 5 % 2 ' - 0 " M I N 3 ' - 0 " M I N 6 " ( T Y P ) 2 : 1 5 ' - 6 " S I D E W A L K 1 : 1 M E C H A N I C A L L Y S T A B I L I Z E D E A R T H S L O P E E L 1 2 2 . 4 ' ( 1 0 0 Y E A R F L O O D E L E V A T I O N ) V A R I E S F R O M 0 ' T O 1 1 ' S B T U R N L A N E V A R I E S F R O M 0 ' T O 1 1 ' P R O P O S E D W I D E N I N G F L O O D P L A I N I M P A C T A R E A ( S E E N O T E 1 ) P R O P O S E D U T I L I T Y T R E N C H R E L O C A T I O N 6" (TYP)EX. 12 IN . W A T E R E X . 1 2 I N . S E W E R 5 ' - 6 " S I D E W A L K 1 . 5 % SAWCUT 3 1 ' - 0 " 31'-2"6" (TYP)2% 2 % 5'-0"BIKE LANE 5 ' - 0 " ( M I N ) B I K E L A N E 1 2 ' - 0 " S B T H R U L A N E 12'-0"NB TURN LANE / MEDIAN 12'-0"NB THRU LANE 2 ' - 0 " M I N 6 " ( T Y P ) 2 : 1 U.S. ROUTE 5STA 112+54.00 TO STA 120+80.0 0 ( S E E N O T E 1 ) PROPOSE D U T I L I T Y TRENCH REL O C A T I O N 3 ' - 0 " M I N 3'-0"MIN 2 ' - 0 " EX. 12 IN. WATERPROPOSED PAVEMENTMILLING AND OVERLAY RETAIN EXI S T C R O W N 2% 2 % U.S. ROUTE 5STA 109+55.00 TO STA 112+54.00 5'-0"BIKE LANE 5 ' - 0 " ( M I N ) B I K E L A N E 1 2 ' - 0 " S B T H R U L A N E VARIES FROM 0' TO 12'NB TURN LANE 12'-0"NB THRU LANE3'-0"MIN6" (TYP) 1 . 5 % SAWCUT V A R I E S 2 ' - 0 " M I N 3 ' - 0 " M I N 6 " ( T Y P ) 5 ' - 6 " S I D E W A L K V A R I E S F R O M 0 ' T O 1 1 ' S B T U R N L A N E 1 : 1 M E C H A N I C A L L Y S T A B I L I Z E D E A R T H S L O P E E L 1 2 2 . 4 ' ( 1 0 0 Y E A R F L O O D E L E V A T I O N ) 46'-0"EXISTING ROADWAY V A R I E S F R O M 0 ' T O 1 1 ' P R O P O S E D W I D E N I N G F L O O D P L A I N I M P A C T A R E A ( S E E N O T E 1 ) P R O P S E D U T I L I T Y T R E N C H R E L O C A T I O N P R O P G R A N I T E C U R B T Y P E V A 4 - S T R A I G H T ( T Y P ) EX. 12 IN. SEWER EX. 2IN. ELECTRICEX. 4IN. TELEPHONEEX. 12 IN. WATER P R O P T E L E P H O N E D U C T B A N K 4 " L O A M A N D S E E D ( T Y P ) 1 0 ' - 0 " R O A D W A Y P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) 1 0 ' - 0 " R O A D W A Y R E T A I N E X I S T C R O W N H O C K A N U M R O A D S T A 4 0 0 + 2 0 . 0 0 T O S T A 4 0 2 + 2 5 . 0 0 5 ' - 6 " P R O P 6 " G R A V E L B O R R O W P R O P G R A N I T E C U R B T Y P E V A 4 ( T Y P ) 4 : 1 M A X 4 : 1 M A X SAWCUT SAWCUT U . S . R O U T E 5 & H O C K A N U M R O A D P R O P O S E D P A V E M E N T N O T E S F U L L D E P T H P A V E M E N T C O N S T R U C T I O N F R I C T I O N C O U R S E : 2 1 2 " S U P E R P A V E S U R F A C E C O U R S E - 1 2 . 5 - P O L Y M E R ( S S C - 1 2 . 5 - P ) O V E R I N T E R M E D I A T E C O U R S E : 2 " S U P E R P A V E I N T E R M E D I A T E C O U R S E 1 9 . 0 - P O L Y M E R ( S I C - 1 9 . 0 - P ) O V E R 2 " S U P E R P A V E I N T E R M E D I A T E C O U R S E 1 9 . 0 ( S I C - 1 9 . 0 ) O V E R B A S E C O U R S E : 4 1 2 " S U P E R P A V E B A S E C O U R S E 3 7 . 5 ( S B C - 3 7 . 5 ) O V E R S U B B A S E : 4 " D E N S E G R A D E D C R U S H E D S T O N E F O R S U B - B A S E O V E R 1 0 " G R A V E L B O R R O W ( 9 5 % C O M P A C T E D ) P R O P O S E D M I L L I N G A N D O V E R L A Y 2 1 2 " S U P E R P A V E S U R F A C E C O U R S E - 1 2 . 5 - P O L Y M E R ( S S C - 1 2 . 5 - P ) O V E R 2 1 2 " P A V E M E N T M I L L I N G P R O P O S E D S I D E W A L K S A N D W H E E L C H A I R R A M P S 4 " C E M E N T C O N C R E T E ( A I R E N T R A I N E D , 4 0 0 0 P . S . I . , 3 4 " , 6 1 0 ) P L A C E D I N O N E L A Y E R , B R O O M S W E P T . 8 " G R A V E L B O R R O W T Y P E C P R O P O S E D D R I V E W A Y 6 " C E M E N T C O N C R E T E ( A I R E N T R A I N E D , 4 0 0 0 P . S . I . , 3 4 " , 6 1 0 ) P L A C E D I N O N E L A Y E R , B R O O M S W E P T . 8 " G R A V E L B O R R O W T Y P E C T Y P I C A L S E C T I O N S S H E E T 3 O F 3 S C A L E : N T S PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 1 . 5 " H M A F R I C T I O N C O U R S E 2 " S U P E R P A V E S U R F A C E C O U R S E S A W C U T E X I S T . P A V E M E N T T R E N C H R E P A I R D E T A I L N . T . S . 5 " I N T E R M E D I A T E C O U R S E S U I T A B L E F I L L 6 " 6 " NOTE 1:MSE WALL LOCATIONS110+05 - 112+50 RT114+92 - 116+90 RT120+70 - 128+28 RTFOR MSE WALL DETAILS, SEE SHEET7. U . S . R O U T E 5 ( M T . T O M R O A D ) 108+50 P R O P O F W O S O U T H B O U N D O N - R A M P 109 1 1 0 1 1 1 1 1 2 1 1 3 1 1 4 F U L L D E P T H P V M T W I D E N I N G P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) P R O P S A W C U T ( T Y P ) R & D E X I S T S G C P R O P L I M I T O F W O R K M A T C H E X I S T M A T C H E X I S T P R O P C E M C O N C S I D E W A L K R & D E X I S T G U A R D R A I L P R O P C O N N E C T E X I S T G U A R D R A I L M A T C H E X I S T P R O P H W Y G U A R D R A I L W C R # 1 W C R # 2 W C R # 3 W C R # 4 M A T C H E X I S T R & D E X I S T S G C D W Y # 1 PROP LIMIT OF W O R K U.S. ROUTE 5 CONST BASELINE P R O P V G C T Y P E V A 4 ( T Y P ) WORK BY OTHERS (TYP) R E L O C A T E U P 3 8 - 8 4 ( B Y O T H E R S ) 1 0 0 Y E A R F L O O D C O M P O S T F I L T E R T U B E C O M P O S T F I L T E R T U B E B O S B O S LIMIT OF WORKSTA 109+55.00N:2490049.81E:352170.30 W E T L A N D 7 1 0 0 ' B U F F E R T O B V W 1 1 0 SOUTHBOUND OFF-RAMP 1 0 0 Y E A R F L O O D 1 0 0 Y E A R F L O O D F L O O D P 1 0 0 ' B U F F E R T O B V W 100' BUFFER TO BVW 1 0 0 Y E A R F L O O D N 2 9 3 9 6 3 4 . 9 5 1 1 E 3 5 2 3 7 9 . 5 9 5 9 109 1 1 0 1 1 1 1 1 2 1 1 3 1 1 4 FES-1 P-19 1 4 P - 5 3 M H - 7 P - 1 8 1 3 F E S - 2 P - 5 4 1 6 M H - 8 P - 2 5 P - 5 5 1 7 M H - 9 P - 2 4 P - 5 6 M H - 1 0 P - 2 3 4 0 P - 2 1 M H - 1 1 P - 5 7 4 1 M H - 1 8 1 8 P - 6 5 1 5 P - 2 0 M H - 1 9 P - 6 4 P - 2 2 N CONTINUED ON SHEET NO. 2 C O N S T R U C T I O N P L A N U . S . R O U T E 5 S H E E T 1 O F 5 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 Please refer to Drainage StructureSchedule Sheets for descriptioncorresponding to each structure ID #. W E T L A N D 6 A WET L A N D 6 B W E T L A N D 1 I - 9 1 S O U T H B O U N D PROP LIMITOF WORK PROP LIMITOF WORK 7 8 7 9 8 0 8 1 8 2 U.S. R O U T E 5 ( M T . T O M R O A D ) P R O P H W Y G U A R D R A I L 11411511 6 1 1 7 1 1 8 1 1 9 1 2 0 R & D E X I S T G U A R D R A I L 1 1 7 1 1 8 1 1 9 1 2 0 PROP VGC TYPE VA4 (TYP)R&D EXIST SGCPROP HWY GUARDRAIL R&D EXISTGUARDRAILPROP CONNECT EXIST GUARDRAILMATCH EXIST MATCH EXISTMATCHEXIST WCR #4WCR #5WCR #6 P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) P R O P V G C T Y P E V A 4 ( T Y P ) P R O P S A W C U T ( T Y P ) P R O P C O N N E C T T O C R A S H W A L L R & D E X I S T S G C R & D B I T C O N C C U R B R & D E X I S T G U A R D R A I L P R O P C B P R O P H W Y G U A R D R A I L P R O P H W Y G U A R D R A I L P R O P C O N N E C T T O C R A S H W A L L PROP CEM CONC SIDEWALKPROP CEMCONC SIDEWALK P R O P V G C T Y P E V A 4 ( T Y P ) U.S. ROUTE 5 CONST BASELINE P R O P H W Y G U A R D R A I L PROP EMH P R O P 2 X 2 - 4 " T E L & 3 X 3 - 5 " E L E C C O N D U I T S W I T H 4 " C O N C R E T E C O V E R PROP U.P. WITH RISER(BY OTHERS)R&R U.P. (BY OTHERS)100 YEAR FLOOD C O M P O S T F I L T E R T U B E COMPO S T F I L T E R T U B E BOS B O S 1 0 0 ' B U F F E R T O B V W 8 0 115 1 2 0 SOUTHBOUNDOFF-RAMP 1:1 MSE EMBANKMENTAR FLOOD 100 YEAR FLOOD FLOODPLAIN MITIGATION AREA 1 0 0 ' B U F F E R T O B V W 100' B U F F E R T O B V W 1 0 0 ' B U F F E R T O B V W P R O P O S E D W E T L A N D C O M P E N S A T I O N A R E A ( 2 1 5 S Q . F T ) P R O P C O N N E C T T O C R A S H W A L L P R O P C O N N E C T T O C R A S H W A L L I - 9 1 N O R T H B O U N D N 2939634.9511E 352379.5959N 293 9 4 5 5 . 4 9 5 7 E 352 3 9 0 . 1 4 6 6 11411511 6 1 1 7 1 1 8 1 1 9 1 2 0 MH-11 P-57 41FES-4 P-58 MH-12P-2620P-27 P - 2 8 F E S - 5 P - 5 9 M H - 1 3 1 9 P - 6 6 M H - 2 0 P - 6 7 M H - 2 1 2 3 P - 2 9 2 2 P - 3 0 W E T L A N D 6 A WET L A N D 6 B W E T L A N D 1 CONTINUED ONSHEET NO. 1 CONTINUED ON SHEET NO. 3 C O N S T R U C T I O N P L A N U . S . R O U T E 5 S H E E T 2 O F 5 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 N N O T E : T H I S S H E E T D E P I C T S W O R K O N U S R O U T E 5 . R E F E R T O I - 9 1 D R A W I N G S F O R W O R K O N I - 9 1 . 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 Please refer to Drainage StructureSchedule Sheets for descriptioncorresponding to each structure ID #. W E T L A N D N 2 A W E T L A N D 2 A U.S. ROUTE 5 (MT. TOM R O A D ) I-91 NORTHBOUND 8I-91 NORTHBOUND 120121 1 2 2 1 2 3 1 2 4 1 2 5 1 2 6 F U L L D E P T H P V M T W I D E N I N G PROP HWYGUARDRAIL R&D EXISTGUARDRAIL120TE 5 CONST BASELINE P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) P R O P V G C T Y P E V A 4 ( T Y P ) P R O P C E M C O N C S I D E W A L K P R O P H W Y G U A R D R A I L R & D E X I S T S G C P R O P S A W C U T ( T Y P ) PROP 11' - 12" RCP PROP CB R E M U . S . R O U T E 5 C O N S T B A S E L I N E P R O P C E M C O N C S I D E W A L K P R O P V G C T Y P E V A 4 ( T Y P ) PROP STUB POLE(BY OTHERS)PROP U.P. WITH RISER(BY OTHERS)COMPOST FILTER T U B E COMPOST FILTER TUBE C O M P O S T F I L T E R T U B E BOS B O S BOS 1 0 0 ' B U F F E R T O B V W 100' BUFFER TO BVW 100' BUFFER TO BVW120 1 2 5 1 : 1 M S E E M B A N K M E N T 1 0 0 ' B U F F E R T O B V W S E E N O T E 1 I-91 NORTHBOUND 120121 1 2 2 1 2 3 1 2 4 1 2 5 1 2 6 P - 3 8 P-67MH-21 23P-29 24P-31 25 2 6 P - 3 3 2 7 P - 6 8 M H - 2 2 P - 3 4 M H - 1 P - 3 5 F E S - 7 P - 4 0 M H - 2 3 P - 6 9 2 8 P - 3 9 2 9 A M H - 2 4 P - 7 1 FES-6 P - 3 2 P-30 W E T L A N D 2 A W E T L A N D N 2 A MH-26MH-27 M H - 2 8 P - 7 5 P-74P-73 NCONTINUED ONSHEET NO. 1 CONTINUED ON SHEET NO. 4 C O N S T R U C T I O N P L A N U . S . R O U T E 5 S H E E T 3 O F 5 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 N O T E : T H I S S H E E T D E P I C T S W O R K O N U S R O U T E 5 . R E F E R T O I - 9 1 D R A W I N G S F O R W O R K O N I - 9 1 . 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 N O T E S : 1 . U . S . R O U T E 5 B I O R E T E N S I O N A R E A , S E E B I O R E T E N T I O N P O N D S H E E T 2 O F 2 F O R D E T A I L S . 2 . I N V A S I V E S P E C I E S T R E A T M E N T S H A L L B E A P P L I E D H E R E A S P E R I T E M 1 0 2 . 3 I N V A S I V E P L A N T M A N A G E M E N T S T R A T E G Y . P l e a s e r e f e r t o D r a i n a g e S t r u c t u r e S c h e d u l e S h e e t s f o r d e s c r i p t i o n c o r r e s p o n d i n g t o e a c h s t r u c t u r e I D # . U.S. ROUTE 5 (MT . T O M R O A D ) P R O P C E M C O N C S I D E W A L K R & D E X I S T G U A R D R A I L NORTHB O U N D OFF-RAM P N O R T H B O U N D O N - R A M P P R O P H W Y G U A R D R A I L 126127 1 2 8 1 2 9 1 3 0 1 3 1 FULL DEPTHPVMT WIDENING 1 0 0 Y E A R F L O O D W C R # 7 W C R # 8 W C R # 9 W C R # 1 0 W C R # 1 1 W C R # 1 2 P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) R&D EXIST SGC P R O P L I M I T O F W O R K M A T C H E X I S T M A T C H E X I S T M A T C H E X I S T P R O P L I M I T O F W O R K R&D EXI S T GUARDR A I L P R O P C O N N E C T T O E X I S T G U A R D R A I L P R O P S A W C U T ( T Y P ) M A T C H E X I S T M A T C H E X I S T P R O P V G C T Y P E V A 4 ( T Y P ) U . S . R O U T E 5 C O N S T B A S E L I N E P R O P C E M C O N C S I D E W A L K PROP CEMCONC SIDEWALK P R O P C E M C O N C S I D E W A L K P R O P L I M I T O F W O R K M A T C H E X I S T P R O P C O N N E C T T O E X I S T G U A R D R A I L C O M P O S T F I L T E R T U B E C O M P O S T F I L T E R T U B E COMPOSTFILTER TUBEBOS B O S BOS 1 3 0 1 0 0 ' B U F F E R T O B V W 1 0 0 Y E A R F L O O D 1 0 0 Y E A R F L O O D 1:1 MSEEMBANKMENT100' BUFFER TO BVW WETLAND 2B 126127 1 2 8 1 2 9 1 3 0 1 3 1 P-3829P-37 P - 3 6 30 P-72 M H - 2 5 3 1 M H - 1 4 3 2 P - 6 0 P - 4 1 3 3 M H - 1 7 3 4 P - 4 4 M H - 1 6 P - 6 2 3 7 P - 4 3 3 5 3 6 P - 4 7 P - 4 5 C O N N E C T T O E X I S T I N G P I P E P - 4 6 P - 4 2 FES-8 F E S - 9 MH-24P-71 NCONTINUED ONSHEET NO. 3 CONTINUED ON SHEET NO. 5 C O N S T R U C T I O N P L A N U . S . R O U T E 5 S H E E T 4 O F 5 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 PERMANENT WETLAND IMPACTS(FILL): 174 S.F.TEMPORARY WETLAND IMPACTS(DISTURBANCE): 651 S.F.LEGEND20SCALE: 1 " = 2 0 ' 050 1 0 0 P l e a s e r e f e r t o D r a i n a g e S t r u c t u r e S c h e d u l e S h e e t s f o r d e s c r i p t i o n c o r r e s p o n d i n g t o e a c h s t r u c t u r e I D # . U . S . R O U T E 5 ( M T . T O M R O A D ) ATWOOD DRIVE PROP CEM CONCSIDEWALK (TYP)R&D EXISTGUARDRAIL 131132133 1 3 4 1 3 5 1 3 6 1 3 7 W C R # 1 3 W C R # 1 4 P R O P P V M T M I L L I N G A N D O V E R L A Y ( T Y P ) PROP LIMITOF WORK R & D E X I S T I N G S G C M A T C H E X I S T M A T C H E X I S T P R O P L I M I T O F W O R K M A T C H E X I S T M A T C H E X I S T U . S . R O U T E 5 C O N S T B A S E L I N E L I M I T O F W O R K 1 0 0 Y E A R F L O O D COMPOSTFILTER TUBE C O M P O S T F I L T E R T U B E C O M P O S T F I L T E R T U B E BO S B O S BOS 1 3 5 131132133 1 3 4 1 3 5 1 3 6 1 3 7 P R O P V G C T Y P E V A 4 ( T Y P ) P R O P S A W C U T ( T Y P ) NCONTINUED ONSHEET NO. 4 C O N S T R U C T I O N P L A N U . S . R O U T E 5 S H E E T 5 O F 5 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 P R O P S A W C U T S W C H L S W C H L P R O P P V M T M I L L I N G & O V E R L A Y S Y L B W L D W L 4 ' 1 2 ' 1 2 ' R & D E X I S T G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G 1 2 ' S W L A D J P R O P S A W C U T P R O P S A W C U T R E S T O R E M E D I A N T O E X I S T C O N D I T I O N , A P P L Y S A N D Y L O A M W I T H L O W U P L A N D S E E D M I X I T E M 7 6 5 . 4 1 1 ( T Y P . ) S W C H L S W C H L + 4 1 . 6 5 + 4 1 . 6 5 P R O P S A W C U T 1 0 0 Y E A R F L O O D 1 0 0 Y E A R F L O O D ( T E M P C R O S S O V E R I N M E D I A N ) I-91 NORTHBOUND I-91 SOUTHBOUND I - 9 1 R E C O R D B A S E L I N E 1962 SHLO 1 9 6 2 S H L O R A M P " A " R A M P " D " LIMIT OF WORKSTA. 63+14.52N 2937775.5104E 351349.77316263 6 4 6 5 6 6 6 7 P T + 5 9 . 7 7 R E T R E T A D J R E T R E T R E T RET R E T R E T R E T 10" R C P R E T CONTINUED ON SHEET NO. 2 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 1 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 L I M I T O F W O R K S T A 6 7 + 1 8 . 5 7 N 2 9 3 8 1 2 1 . 8 8 3 0 E 3 5 1 5 5 9 . 4 5 5 4 Please refer to DrainageStructure Schedule Sheets fordescription corresponding toeach structure ID #. P R O P P V M T M I L L I N G & O V E R L A Y P R O P P V M T M I L L I N G & O V E R L A Y I N S T A L L R U M B L E S T R I P S I N A L L S H O U L D E R S ( T Y P ) INSTALL R U M B L E S T R I P S IN ALL SH O U L D E R S ( T Y P ) R E S T O R E M E D I A N T O E X I S T C O N D I T I O N , A P P L Y S A N D Y L O A M W I T H L O W U P L A N D S E E D M I X I T E M 7 6 5 . 4 1 1 ( T Y P . ) S W L B W L S Y L S Y L B W L S W L 1 0 ' 1 2 ' 1 2 ' 4 ' 4 ' 1 2 ' 1 2 ' 1 0 ' R E M C B R E T R & D E X I S T G U A R D R A I L P R O P G U A R D R A I L ADJ S Y L S W L P R O P B O S PROP SAWCUTADJ S W L R & R E X I S T C A B L E G U A R D R A I L R & D E X I S T G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G R & D E X I S T G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G P R O P S A W C U T P R O P S A W C U T SWLSWCHLSWCHL10'12'12'4' S W L ADJPROP SAWCUT SWCHL SWCHL 4'12'12'10'+41.65+41.65 P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) R E T . 100 YEAR FLOOD 1 0 0 Y E A R F L O O D ( T E M P C R O S S O V E R I N M E D I A N ) ( T E M P R A M P ) ( T E M P R A M P ) I - 9 1 N O R T H B O U N D I-91 SOUTHBO U N D I - 9 1 R E C O R D B A S E L I N E 1962 SHLO1962 SHLO R A M P " C " RAMP "A" R A M P " B " RAMP "D"6768 6 9 7 0 7 1 7 2 7 3 7 7 1 7 7 2 7 7 3 P T + 5 6 . 8 2 R & D E X I S T G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G R E T E X I S T G U A R D R A I L P R O P C O N N E C T T O E X I S T G U A R D R A I L ADJ RET RET10" RCP RETRET 1 2 R E T C O N N E C T T O E X I S T I N G P I P E R E M 8 R E M P - 1 5 R E M P - 4 8 M H - 2 R E T R E M M H - 6 A D J P - 5 2 7 CONTINUED ON SHEET NO. 5 NNOTE:RUMBL E S T R I P S S H A L L B E I N S T A L L E D I N ACCO R D A N C E W I T H M A S S D O T ENGIN E E R I N G D I R E C T I V E E 1 0 5 . 5 . 0 C O N T I N U E D O N S H E E T N O . 4 C O N T I N U E D O N S H E E T N O . 3 CONTINUED ONSHEET NO. 1 C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 2 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 LIMIT OF WORKSTA 67+18.57N 2938121.8830E 351559.4554 Please refer to Drai n a g e S t r u c t u r e Schedule Sheets for d e s c r i p t i o n corresponding to ea c h s t r u c t u r e I D # . S W L S Y L P R O P P V M T M I L L I N G & O V E R L A Y R & D G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G P R O P S A W C U T RESTORE TEMP RAMPTO EXIST CONDITION &LOAM & SEED (TYP) R A M P " B " L I M I T O F W O R K M A T C H E X I S T I N G 22'I-91 RECORDBASELINE R & D T E M P C B PROP COMPOSTFILTER TUBES (TYP) 1 0 0 Y E A R F L O O D 1 0 0 Y E A R F L O O D (TEMP RAMP) S A W C U T L I M I T M E E T E X I S T S T A . 5 0 0 + 0 0 R & D G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G R A M P " B " R E T E X I S T G U A R D R A I L I-91 NORTHBOUNDPROP C O M P O S T FILTER T U B E S ( T Y P ) W E T L A N D 2 C W E T L A N D 2 D 70 71 72 73 76 6 7 6 7 7 6 8 7 6 9 7 7 0 771 772 773PCC +28.99 PT +56.82I- 9 1 B I O R E T E N S I O N P O N D . R E F E R T O B I O R E T E N S I O N P O N D S , S H E E T 1 O F 2 F O R D E T A I L S . 8P-48MH-2 P-15 MH-6 RETP-52REM7CONNECT TOEXISTING PIPEADJ RETCONNECT TOEXISTING PIPERET REM REMCONTINUED ONSHEET NO. 2 N CONTINUED ONSHEET NO. 5 C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 3 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 20S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 P l e a s e r e f e r t o D r a i n a g e S t r u c t u r e S c h e d u l e S h e e t s f o r d e s c r i p t i o n c o r r e s p o n d i n g t o e a c h s t r u c t u r e I D # . S Y L S W L R & D G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G R E S T O R E T E M P R A M P T O E X I S T C O N D I T I O N & L O A M & S E E D ( T Y P ) R A M P " C " R E T E X I S T G U A R D R A I L L I M I T O F W O R K M A T C H E X I S T R A M P " D " I-91 SOUTHBOUND SWL SWCHL SWCHL + 9 7 . 0 9 + 9 7 . 0 9 BWL P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) A D J ( T E M P R A M P ) 1 0 0 Y E A R F L O O D R A M P " C " S Y L S W L P R O P P V M T M I L L I N G & O V E R L A Y R & D G R A N I T E E D G I N G P R O P G R A N I T E E D G I N G P R O P S A W C U T R A M P " C " R E T E X I S T I N G G U A R D R A I L M A T C H E X I S T R A M P " D " I-91 SOUTHBOUND SWL SWCHL SWCHL + 9 7 . 0 9 + 9 7 . 0 9 BWL P R O P C O M P O S T F I L T E R T U B E S P R O P B O S S T A . 8 6 9 + 8 0 M I L L / O V E R L A Y S E C T I O N R A M P C P R O J E C T L I M I T : S T A 8 7 3 + 9 7 . 0 9 869 870 8 7 1 8 7 2 8 7 3 874 875 PCC +45.27 P C C + 1 5 . 1 7 PC C + 9 3 . 1 5 1 ' - 1 0 " R E M P - 1 1 1 0 R E T CONTINUED ON SHEET NO. 5 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 4 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 Please refer to Drainage StructureSchedule Sheets for descriptioncorresponding to each structure ID #. E T P R O P P V M T M I L L I N G & O V E R L A Y P R O P P V M T M I L L I N G & O V E R L A Y P R O P F U L L D E P T H P V M T P R O P F U L L D E P T H P V M T R & D E X I S T C L F P R O P C L F R E T P R O P S A W C U T P R O P S A W C U T S W L D W L B W L S Y L S Y L B W L D W L S W L 4 ' 1 2 ' 1 2 ' 1 2 ' 4 ' 4 ' 1 2 ' 1 2 ' 1 2 ' 5 . 7 7 ' R&D EXIST GUARDRAILPROP GUARDRAIL R&D E X I S T GUAR D R A I L P R O P H W Y G U A R D R A I L R & D E X I S T G U A R D R A I L P R O P H W Y G U A R D R A I L RET EXISTGUARDRAIL R E T E X I S T G U A R D R A I L P R O P T H R I E B E A M G U A R D R A I L PROP BOS P R O P B O S P R O P B O S RET SYL SWLPROP PVMTMILLING &OVERLAY R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B R & R E X I S T C A B L E G U A R D R A I L GUARDRAIL PROP SAWCUTAWCUTPROP SAWCU T PROP SAWCUTSWCHLSWCHLSWL SWL SWCHLSWCHL SYL SWL CONNECT TO EXISTINGGUARDRAIL1 2 ' 1 2 ' 4 ' 15.5 2 ' +97.09 +97.09+25.96+25.96 4 ' 1 2 ' 1 6 . 6 2 ' 1 2 ' R E T E X I S T G U A R D R A I L P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B 1 0 0 Y E A R F L O O D ( T E M P C R O S S O V E R I N M E D I A N ) I - 9 1 S O U T H B O U N D I - 9 1 R E C O R D B A S E L I N E RAMP "B" I - 9 1 N O R T H B O U N D W E T L A N D 6 C 7374 7 5 7 6 7 7 7 8 7 9 773 774 7 7 5 7 7 6 7 7 7 7 7 8 7 7 9 PT +56.82 PC +47.38 P T + 3 0 . 1 7 873874 8 7 5 8 7 6 8 7 7 8 7 8 8 7 9 PCC +93.15 P T + 2 4 . 1 4 OP CONNECTT GUARDRAIL RESTORE MED I A N TO EXIST, APPLY SANDY LO A M WITH NATIVE SEED MIX (T Y P ) R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B REM P-11 1 0 R E T RET39CONNECT TOEXISTING PIPE REM & ADJ6REMCONNECT TOEXISTING PIPERET C O N N E C T T O E X I S T I N G P I P E P - 9 M H - 3 5 P - 4 9 R E M P - 5 0 M H - 4 5 A P - 7 M H - 5 P - 5 1 3 8 R E T A D J & R E M R E T C O N N E C T T O E X I S T I N G P I P E 9 P - 6 R E M A B A N 6REMCONNECT TOEXISTING PIPERET A P P R O X . L O C A T I O N O F 3 0 " R C P CONTINUED ONSHEET NO. 2 CONTINUED ON SHEET NO. 6 N CONTINUED ONSHEET NO. 16CONTINUED ONSHEET NO. 3 C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 5 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 N O T E : T H E E X I S T I N G S P R E A D I N G J U N I P E R S O N T H E I - 9 1 E M B A N K M E N T N E A R T H E W E S T A B U T M E N T O F B R I D G E 0 5 9 S H O U L D B E P R E S E R V E D I F P O S S I B L E . P l e a s e r e f e r t o D r a i n a g e S t r u c t u r e S c h e d u l e S h e e t s f o r d e s c r i p t i o n c o r r e s p o n d i n g t o e a c h s t r u c t u r e I D # . W E T L A N D 1 E T PROP FULLDEPTH PVMT P R O P F U L L D E P T H P V M T P R O P P V M T M I L L I N G & O V E R L A Y RESTORE MEDIANTO EXISTLOAM & SEED (TYP)R&D EXIST CLFPROP CLF R & D E X I S T C L F P R O P C L F PROPSAWCUT P R O P S A W C U T S W L D W L B W L S Y L S Y L B W L D W L S W L 4'12'12'12'4'4'12'12'12'5.77' 6 ' 1 2 ' 1 2 ' 1 2 ' 6 ' 6 ' 1 2 ' 1 2 ' 1 2 ' 4 ' PROP THRIE BEAMGUARDRAIL R & D E X I S G U A R D R R & D E X I S T G U A R D R A I L B R I D G E N O . N - 1 9 - 0 5 9 ( 1 0 1 ) PROP BOS R E M O V E T E M P B R I D G E A N D R E S T O R E M E D I A N R E S T O R E E X I S T W A T E R W A Y P R O P B O S R&D EXISTGRANITE CURBPROP GRANITE CURB R & D E X I S T G R A N I T E C U R B , P R O P G R A N I T E C U R B R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B R&D EXIST GRANITE CURBPROP GRANITE CURB R&D EXIST GRANITE CURB,PROP GRANITE CURB PROP TYPE A BERM(TYP) P R O P T Y P E A B E R M ( T Y P ) R & R I T S RETAIN ITS P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) PROP COMPOSTFILTER TUBES (TYP) R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B E X I S T U . P . # 3 7 I N S T A L L A N C H O R PROP U.P. #37 R E L O C A T E M C I 100 YEAR FLOOD 1 0 0 Y E A R F L O O D 100 YEARFLOOD I - 9 1 R E C O R D B A S E L I N E 1 9 6 2 S H L O U . S . R O U T E 5 B & M R A I L R O A D B & M R R T R A C K B A S E L I N E I - 9 1 N O R T H B O U N D I - 9 1 S O U T H B O U N D U.S. ROUTE 5 CONST BASELINE P R O P O S E D W E T L A N D C O M P E N S A T I O N A R E A ( 2 1 5 S . F . ) W E T L A N D 6 B L I M I T O F T E M P O R A R Y D I S T U R B A N C E F O R C O N S T R U C T I O N 7980 8 1 8 2 8 3 8 4 P I + 0 9 . 5 7 779780 7 8 1 7 8 2 7 8 3 879880 8 8 1 8 8 2 8 8 3 8 8 4 AL L W E T L A N D A R E A W I T H I N L I M I T S O F TE M P O R A R Y D I S T U R B A N C E S H A L L B E M A T T E D W E T L A N D 1 XIST GRANITE CURBROP GRANITE CURB P R O P 2 X 2 - 4 " T E L & 3 X 3 - 5 " E L E C C O N D U I T S W I T H 4 " C O N C R E T E C O V E R PROP SAWCUTR&D EXIST CLFPROP CLFPROP COMPOSTTUBES (TYP) 1 0 0 Y E A R F L O O D B R I D G E N O N - 1 9 - 0 5 9 ( 1 0 0 ) P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) 2 0 0 F O O T R I V E R F R O N T A R E A CONTINUED ONSHEET NO. 5 CONTINUED ON SHEET NO. 7 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 6 O F 1 1 T E M P O R A R Y W E T L A N D I M P A C T S ( D I S T U R B A N C E / M A T T I N G ) : 8 , 0 3 7 S . F . L E G E N D PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 20 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 N O T E : T H I S S H E E T D E P I C T S W O R K O N I - 9 1 . R E F E R T O U S R O U T E 5 D R A W I N G S F O R W O R K O N U S R O U T E 5 . CON. RIVER MAIN LINE (R.R.)NORTHAMPTON RUNNING TRACK (R.R.) R E S T O R E M E D I A N T O E X I S T , A P P L Y S A N D Y L O A M W I T H N A T V I E S E E D M I X ( T Y P ) SAWCUT PROPSAWCUT S W L B W L S Y L S Y L B W L S W L 4 ' 1 2 ' 1 2 ' 1 0 ' 6'12'12'4'RESTORECAMERA & CABINET A D J P R O P S A W C U T PROPSAWCUT P R O P H W Y G U A R D R A I L R & D E X I S T G U A R D R A I L R & D E X I S T G U A R D R A I L R&D EXISTGUARDRAILPROP HWYGUARDRAIL R&D EXISTGUARDRAIL 12'PROP TANGENT ENDTREATMENTPROP CONNECTEXIST GUARDRAIL P R O P C O N N E C T T O E X I S T G U A R D R A I L PROP BOS PR O P B O S PROP THRIE BEAMGUARDRAIL R & D T E M P C B R & D T E M P C B RESTORE EXISTWATERWAYPROP BOS R&D EXIST GRANITE CURB,PROP GRANITE CURB 1 0 ' 1 2 ' 1 2 ' 4 ' PROP UP B O RETAIN ITS PRO P C O M P O S T FILT E R T U B E S ( T Y P ) TE CURBTE CURB P R O P P V M T M I L L I N G & O V E R L A Y P R O P P V M T M I L L I N G & O V E R L A Y P R O P S A W C U T M A T C H E X I S T P R O P S A W C U T M A T C H E X I S T ( T E M P C R O S S O V E R I N M E D I A N ) I-91 NORT H B O U N D I-91 SOUT H B O U N D I - 9 1 R E C O R D B A S E L I N E 1 9 6 2 S H L O 1 9 6 2 S H L O &M RAILROA D WATERCOU R S E 5 8586 8 7 8 8 8 9 9 0 885 2 0 0 F O O T R I V E R F R O N T A R E A M U L T I - P L A T E C U L PROP COMPOSTFILTER TUBES (TYP)PROP FULLDEPTH PVMT 2 4 R E T & A D J R E T R E T 3 REM RET CONNECT TOEXISTING PIPER&D CB1REMCONNECT TOEXISTING PIPERET R E T 200 FOOTRIVERFRONT AREA CONTINUED ONSHEET NO. 6 CONTINUED ON SHEET NO. 8 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 7 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 N O T E : T H I S S H E E T D E P I C T S W O R K O N I - 9 1 . R E F E R T O U S R O U T E 5 D R A W I N G S F O R W O R K O N U S R O U T E 5 . P l e a s e r e f e r t o D r a i n a g e S t r u c t u r e S c h e d u l e S h e e t s f o r d e s c r i p t i o n c o r r e s p o n d i n g t o e a c h s t r u c t u r e I D # . R E S T O R E M E D I A N T O E X I S T , A P P L Y S A N D Y L O A M W I T H N A T I V E S E E D M I X ( T Y P ) R E T E X I S T G U A R D R A I L R E T E X I G U A R D P R O P T A N G E N T E N D T R E A T M E N T R & D E X I S T G U A R D R A I L P R O P C O N N E C T T O E X I S T G U A R D R A I L R&D TEMP CBR&D TEMP CB R & D E X I S T P R O P P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) (TEMP CROSS O V E R I N M E D I A N ) I - 9 1 N O R T H B O U N D I - 9 1 S O U T H B O U N D I - 9 1 R E C O R D B A S E L I N E 1 9 6 2 S H L O 1 9 6 2 S H L O W A T E R C O U R S E 3 9192 9 3 9 4 9 5 9 6 P R O P S A W C U T P R O P T H R E S T O R E E X I S T I N G R & D E X I S P R O P F U L L D E P T H P V M T EXIST. 54" CULVERT EXIST. 120"MULTI-PLATE CULVERT R & D T E M P C B R & D T E M P C B RET RET RET RETRET RET RET RET R E T R E T A D J & R E T R E T R E T R E T R E T R E T CONTINUED ONSHEET NO. 7 CONTINUED ON SHEET NO. 9 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 8 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 E EPROP FULLDEPTH PVMT P R O P P V M T M I L L I N G & O V E R L A Y P R O P F U L L D E P T H P V M T P R O P F U L L D E P T H P V M T I N S T A L L R U M B L E S T R I P S I N A L L S H O U L D E R S ( T Y P ) I N S T A L L R U M B L E S T R I P S I N A L L S H O U L D E R S ( T Y P ) R E S T O R E M E D I A N T O E X I S T L O A M & S E E D R&D EXIST CLFPROP CLF R & D E X I S T C L F P R O P C L F R & D E X I S T C L F P R O P C L F P R O P S A W C U T P R O P S A W C U T S W L B W L S Y L S Y L B W L S W L 1 0 ' 1 2 ' 1 2 ' 4 ' 1 0 ' 1 2 ' 1 2 ' 4 ' ADJ A D J RET EXISTGUARDRAIL RET EXISTGUARDRAIL R E T E X I S T G U A R D R A I L R E T E X I S T G U A R D R A I L R E T E X I S T G U A R D R A I L P R O P T H R I E B E A M G U A R D R A I L R & D E X I S T G U A R D R A I L P R O P H W Y G U A R D R A I L P R O P H W Y G U A R D R A I L PROP CONNECT TOEXIST GUARDRAILPROP CONNECT TOEXIST GUARDRAIL P R O P C O N N E C T T O E X I S T G U A R D R A I L P R O P C O N N E C T T O E X I S T G U A R D R A I L P R O P T H R I E B E A M G U A R D R A I L P R O P T A N G E N T E N D T R E A T M E N T R & D T E M P C B R & D T E M P P I P E R & D T E M P C B R E S T O R E E X I S T I N G W A T E R W A Y R&D EXIST GRANITE CURBPROP GRANITE CURB R&D EXIST GRANITE CU R B PROP GRANITE CURB R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B R& D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B R E M O V E T E M P B R I D G E A N D R E S T O R E M E D I A N B R I D G E N O . N - 1 9 - 0 6 0 ( 1 0 2 ) BRIDGE NO.N-19-060 (103) P R O P T Y P E A B E R M ( T Y P ) P R O P T Y P E A B E R M ( T Y P ) PROP HWY GUARDRAIL R E T A I N E X I S T I T S S U P E R E L E V A T I O N R U N O U T S T A 9 8 + 6 0 T O S T A 9 9 + 5 0 M A T C H E X I S T I N G S U P E R E L E V A T I O N R A T E S M A T C H E X I S T I N G N O R M A L C R O W N R A T E S P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) 1 0 0 Y E A R F L O O D I - 9 1 N O R T H B O U N D I - 9 1 S O U T H B O U N D I - 9 1 R E C O R D B A S E L I N E 1 9 6 2 S H L O 1 9 6 2 S H L O HOCK A N U M R O A D HOCKANUM ROAD CONST BASELINE STA 98+20.80 I-91 RECORD B =STA 401+23.03 HOCKANUM ROAD B LLWATERCOURSE 3 W A T E R C O U R S E 4 P R O P C O M P O S T T U B E S ( T Y P ) 969798 9 9 1 0 0 1 0 1 1 0 2 P C + 8 8 . 1 8 4 0 1 402 R&D EXIST CLFPROP CLFPROPSAWCUT PROPSAWCUTADJADJPROP THRIE BEAMGUARDRAIL R&D TEMP CBR&D TEMP CB RESTORE EXISTING WATERWAYR&D EXIST GRANITE CURBPROP GRANITE CURB PROP THRIE BEAMGUARDRAILPROP HWYGUARDRAIL R&D EXIST GRANITE CURBPROP GRANITE CURB PROP FULLDEPTH PVMT P R O P P V M T M I L L I N G & O V E R L A Y R & D E X I S T G R A N I T E C U R B P R O P G R A N I T E C U R B R&D EXIST U.P. 16PROP U.P. WITH RISER(BY OTHERS) R E T A D J R E T R E T A D J CONTINUED ONSHEET NO. 8 CONTINUED ON SHEET NO. 10 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 9 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 N O T E : T H I S S H E E T D E P I C T S W O R K O N I - 9 1 . R E F E R T O H O C K A N U M R O A D D R A W I N G S F O R W O R K O N H O C K A N U M R O A D . P R O P P V M T M I L L I N G & O V E R L A Y P R O P P V M T M I L L I N G & O V E R L A Y I N S T A L L R U M B L E S T R I P S I N A L L S H O U L D E R S ( T Y P ) INSTALL R U M B L E STRI P S I N A L L SHOULD E R S ( T Y P ) MEDIAN RESTORE MEDIAN TO EXIST,APPLY SANDY LOAM WITHNATIVE SEED MIX (TYP) S W L B W L S Y L S Y L B W L S W L B W L 1 0 ' 1 2 ' 1 2 ' 4 ' 4 ' 1 2 ' 1 2 ' 1 0 ' R E T A D J R E T E X I S T G U A R D R A I L R E T E X I S T G U A R D R A I L A D J ADJ ADJ ADJ R E T E X I S T G U A R D R A I L RET EXISTGUARDRAIL R&D TEMP CB P R O P T Y P E A B E R M ( T Y P ) P R O P T Y P E A B E R M ( T Y P ) P R O P S A W C U T P R O P S A W C U T P R O P C O M P O S T F I L T E R T U B E S ( T Y P ) (TEM P C R O S S O V E R I N M E D I A N ) I-91 NO R T H B O U N D I-91 SO U T H B O U N D I - 9 1 R E C O R D B A S E L I N E 1 9 6 2 S H L O 1 9 6 2 S H L O 102103104 1 0 5 1 0 6 1 0 7 1 0 8 RET RETADJ RET ADJ RET R E T R E T A D J R E T R E T R E T A D J CONTINUED ONSHEET NO. 9 CONTINUED ON SHEET NO. 11 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 1 0 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 PROP PVMTMILLING & OVERLAYPROP PVMTMILLING & OVERLAY INSTALL RUMBLE STRIPS IN ALLSHOULDERS (TYP) I N S T A L L R U M B L E S T R I P S I N A L L S H O U L D E R S ( T Y P ) RESTORE MEDIAN TO EXIST,SANDY LOAM WITH NATIVESEED MIX (TYP) P R O P S A W C U T SWLBWLSYLSYLBWLSWL 4 ' 1 2 ' 1 2 ' 1 0 ' 10'12'12'4' A D J A D J ADJ RET EXISTGUARDRAILADJRET EXISTGUARDRAIL PROP TYPE A BERM(TYP) P R O P T Y P E A B E R M ( T Y P ) PROP SAWCUT PROP SAWCUTPROP COMPOST FILTER TUBES (TYP) I - 9 1 N O R T H B O U N D I - 9 1 S O U T H B O U N D L I M I T O F W O R K S T A 1 1 2 + 0 5 . 3 8 N 2 9 4 1 8 4 8 . 0 8 1 1 E 3 5 4 0 4 4 . 9 5 2 9 I - 9 1 R E C O R D B A S E L I N E 1 9 6 2 S H L O 1 9 6 2 S H L O N 2 9 4 1 9 4 0 . 0 0 7 2 E 3 5 4 0 8 3 . 6 9 6 4 P R O P S A W C U T 108109 1 1 0 1 1 1 1 1 2 1 1 3 1 1 4 ADJ A D J A D J R E T RET RETRETRETRET R E T R E T R E T M H R E T R E T R E T R E T R E T CONTINUED ONSHEET NO. 10 N C O N S T R U C T I O N P L A N I - 9 1 N O R T H B O U N D & I - 9 1 S O U T H B O U N D S H E E T 1 1 O F 1 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 4 0 1 4 0 2 4 0 0 + 0 0 4 0 2 + 5 0 4 0 1 4 0 2 4 0 0 + 0 0 4 0 2 + 5 0 5 ' - 6 " 1 0 ' 1 0 ' R & R E X I S T G R A N I T E C U R B R & R E X I S T G R A N I T E C U R B P R O P S A W C U T PROP SAW C U T P R O P S A W C U T L 1 S T A 9 8 + 2 0 . 8 1 I - 9 1 R E C O R D B = S T A 4 0 1 + 2 3 . 0 3 H O C K A N U M R O A D B L L HOCKANUM ROAD I - 9 1 S O U T H B O U N D I - 9 1 N O R T H B O U N D 5 ' W I D E B I T U M I N O U S P A T H M E E T E X I S T MEET E X I S T H O C K A N U M R D . C O N S T B A S E L I N E P R O P P V M T M I L L I N G & O V E R L A Y M E E T E X I S T M E E T E X I S T E E INLET PROT E C T I O N L I M I T O F W O R K E X I S T . C A T V TEST PIT(BY OTHERS) T E S T P I T ( B Y O T H E R S ) U T I L I T Y R E L O C A T I O N ( B Y O T H E R S ) SAWCU T L I M I T STA 4 0 0 + 2 0 LIMIT O F W O R K S A W C U T L I M I T S T A 4 0 2 + 2 5 L I M I T O F W O R K UTILITY RELOCATION(BY OTHERS) W A T E R C O U R S E 4 W A T E R C O U R S E 3 NNOTE:A SINGLE YELLOW PAVEMENT MARKING LINE IS TO BEPLACED DOWN THE CENTER OF HOCKANUM ROAD ONTHE CONSTRUCTION BASELINE AFTER THEPLACEMENT OF THE OVERLAY AND PRIOR TOCOMPLETION. C O N S T R U C T I O N P L A N H O C K A N U M R O A D S H E E T 1 O F 1 1 0 0 Y E A R F L O O D 100 YEAR FLOODPARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 1 0 0 ' B U F F E R T O B V W N O T E : T H I S S H E E T D E P I C T S W O R K O N H O C K A N U M R O A D . R E F E R T O I - 9 1 D R A W I N G S F O R W O R K O N I - 9 1 . 20SCALE: 1" = 4 0 ' 050 1 0 0 P-1EX. OUTFALLP-2EX. OUTFALLP-3EX CBP-4EXMHP-5EXMH PIPE SCHEDULEPIPE NO.ALIGNMENTFROMSTRUCTURETOSTRUCTUREPIPETYPEDIAMETER(INCHES)LENGTH(FEET)SLOPE (%)U/S INV.ELEV. (FT) D / S I N V . E L E V . ( F T ) P-6P-7P-8P-9P-10P-11P-12P-13P-14P-15P-16P-17P-18P-19P-20P-21P-22P-23P-24P-25P-26P-27P-28P-29P-30P-31P-32P-33P-34P-35P-36P-37P-38P-39P-40P-41P-42P-43P-44P-45P-46P-47 1349MH-5RCP1253.00 1 3 9 . 2 4 139.39MH-4RCP15680.50 1 3 7 . 0 2 137.36MH-3RCP151230.50 1 3 6 . 4 1 137.02EX. OUTFALLRCP1212MATCH EX. T I E T O E X . 136.465EX. OUTFALL6EX. OUTFALLEX. OUTFALLEX CBMH-2MH-2MH-6RCP151000.30 1 3 2 . 7 4 133.04MH-2EX. OUTFALLEX. OUTFALLMH-7RCP12391.97 1 1 8 . 7 2 119.49FES-1RCP12243.00 1 1 8 . 0 0 118.72MH-18RCP12401.00 1 2 0 . 5 9 120.99MH-8RCP12711.00 1 1 9 . 8 8 120.59FES-2RCP12200.65 1 1 5 . 7 0 115.83MH-10RCP12221.00 1 2 0 . 2 8 120.50MH-9RCP12631.00 1 1 9 . 6 5 120.28FES-3RCP12223.00 1 1 5 . 1 8 115.83MH-12RCP12440.86 1 2 1 . 1 7 121.55FES-4RCP12183.00 1 1 8 . 9 7 119.52FES-5RCP12213.52 1 1 6 . 9 3 117.67MH-21RCP121860.50 1 1 8 . 5 0 119.44FES-6RCP12941.60 1 1 7 . 0 0 118.50MH-27RCP12341.98 1 1 6 . 9 3 117.60MH-28RPC12291.94 1 1 6 . 3 6 116.93MH-22RCP12481.92 1 1 5 . 4 4 116.36MH-1RCP12462.00 1 1 4 . 5 1 115.44MH-1FES-7RCP15303.37 1 1 3 . 5 0 114.51MH-2512421.00 1 1 9 . 0 0 119.42FES-812143.43 1 1 7 . 0 0 117.48MH-24121161.00 1 1 6 . 7 8 117.94MH-23121161.00 1 1 5 . 6 2 116.78MH-112551.00 1 1 5 . 0 7 115.62MH-1412810.70 1 2 0 . 0 0 120.57EX. OUTFALLMH-1612362.22 1 2 0 . 0 1 120.58MH-1712101.00 1 3 3 . 0 4 119.78MH-171271.00 1 1 8 . 3 1 118.38MH-17EX. OUTFALLFES-912201.00 1 2 0 . 0 3 120.21 RAMP BRAMP BROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 5ROUTE 536 34 MH-16 35 MH-14 33 MH-23 MH-24 29 MH-25 31 MH-22 MH-28 MH-27 MH-26 MH-21 MH-20 MH-13 MH-12 21 MH-9 MH-10 MH-11 MH-8 MH-18 MH-19 MH-7 13 11 EX CB 12 39 10 MH-4 22MH-5I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91 I-91EX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACE EX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACEEX PIPE TO REMAIN IN PLACE RCPRCPRCPRCPRCPRCPRCPRCPRCPRCPRCPRCPP-48P-49P-50P-51P-52P-53P-54 ROUTE 5ROUTE 5 I-91I-91I-91I-91I-91 855A38712RCP12RCP12RCP12RCP12RCPMH-2MH-3MH-4MH-5MH-6 1.001.001.001.001.001.001.00 1412RCPMH-71612RCPMH-8 P - 5 5 M H - 9 P - 5 6 P - 5 7 P - 5 8 P - 5 9 P I P E S C H E D U L E P I P E N O . A L I G N M E N T F R O M S T R U C T U R E T O S T R U C T U R E P I P E T Y P E D I A M E T E R ( I N C H E S ) L E N G T H ( F E E T ) S L O P E ( % ) U / S I N V . E L E V . ( F T ) D / S I N V . E L E V . ( F T ) P - 6 0 P - 6 2 1 7 4 0 4 1 3 2 3 7 2 0 1 9 P - 6 4 P - 6 5 R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P R O U T E 5 1 . 0 0 1 2 R C P 1 8 1 5 M H - 1 0 M H - 1 1 M H - 1 2 M H - 1 3 M H - 1 4 M H - 1 6 M H - 1 8 M H - 1 9 5 5 5 5 5 7 5 5 5 55 5 5 5 5 5133.09 1 3 3 . 0 5 136.46 1 3 6 . 4 1 137.07 1 3 7 . 0 2 137.41 1 3 7 . 3 6 132.79 1 3 2 . 7 4 118.77 1 1 8 . 7 2 115.88 1 1 5 . 8 3 1 1 5 . 8 8 1 1 5 . 8 3 1 2 0 . 3 3 1 2 0 . 2 8 1 2 0 . 5 5 1 2 0 . 5 0 1 1 9 . 5 7 1 1 9 . 5 2 1 1 7 . 7 2 1 1 7 . 6 7 1 2 0 . 0 7 1 2 0 . 0 0 1 1 9 . 8 3 1 1 9 . 7 8 1 2 0 . 6 4 1 2 0 . 5 9 1 2 1 . 0 4 1 2 0 . 9 9 P - 6 6 R O U T E 5 1 . 0 0 1 2 R C P P - 6 7 R O U T E 5 1 . 0 0 1 2 R C P P - 6 8 R O U T E 5 1 . 0 0 1 2 R C P P - 6 9 R O U T E 5 1 . 0 0 1 2 R C P P - 7 1 R O U T E 5 1 . 0 0 1 2 R C P P - 7 2 R O U T E 5 1 . 0 0 1 2 R C P 2 2 M H - 2 0 2 3 M H - 2 1 2 7 M H - 2 2 2 8 M H - 2 3 2 9 A M H - 2 4 3 0 M H - 2 5 2 2 2 2 2 3 1 1 9 . 4 6 1 1 9 . 4 4 1 1 8 . 5 2 1 1 8 . 5 0 1 1 7 . 5 1 1 1 7 . 4 8 1 1 5 . 4 6 1 1 5 . 4 4 1 1 5 . 6 4 1 1 5 . 6 2 1 1 6 . 8 0 1 1 6 . 7 8 P - 7 3 R O U T E 5 1 . 0 0 1 2 R C P 2 4 M H - 2 6 P - 7 4 R O U T E 5 1 . 0 0 1 2 R C P 2 5 M H - 2 7 P - 7 5 R O U T E 5 1 . 0 0 1 2 R C P 2 6 M H - 2 8 2 2 2 1 1 6 . 3 8 1 1 6 . 3 6 1 1 7 . 6 2 1 1 7 . 6 0 1 1 6 . 9 5 1 1 6 . 9 3 D R A I N A G E P I P E S C H E D U L E S C A L E : N T S PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 DRAINAGE STRUCTURE SCHEDULESTRUCTUREID.STATIONALIGNMENTOFFSET(FEET)STRUCTURE TYPE(Std. Drawing No.)FRAME AND GRATE TYPE(Std. Drawing No.)STRUCTURE DIA.(FEET)RIM ELEV. (FEET) I N V E R T S E L E V . I N F E E T N O R T H S O U T H E A S T W E S T 185+74.44I-9167.4' RTE 201.4.0E 201.6.0/E 201.7.14'148.16 - - M a t c h E x - 88+24.43I-9168.1' RTE 201.4.0E 201.6.0/E 201.7.14'145.33 - M a t c h E x - - 85+75.49I-9171.1' LTE 201.4.0E 201.6.0/E 201.7.04'146.74 - - - M a t c h E x 88+09.41I-9167.8' LTE 201.4.0E 201.6.0/E 201.7.04'146.49 - M a t c h E x - - 75+46.05I-9173.7' RTE 201.4.04'137.60 - - - 1 3 6 . 4 6 76+87.27I-9171.7' RTE 201.4.04'139.40 - - 1 3 7 . 0 7 - 74+14.10I-9183.7' RTE 201.4.04'139.95 - - M a t c h E x - 771+23.05RAMP B4.6' RTE 201.4.04136.80 - - 1 3 2 . 7 9 - 70+77.00I-9167.3' RTE 201.4.04'143.58 - - - 1 3 3 . 0 9 76+79.34I-9173.0' LTE 201.4.04'146.51 - - 1 3 9 . 3 9 - 74+67.60I-912.6' LTE 201.4.04'140.09 - - - M a t c h E x 70+79.51I-9167.4' LTE 201.4.0E 201.6.0/E 201.7.14'143.18 - - M a t c h E x - 110+08.92Route 521.8' LTE 201.4.0E 201.6.0/E 201.7.14'122.39 - - - 1 1 9 . 4 9 110+17.24Route 525.2' RTE-201.4.0E 201.6.0/E 201.7.04'122.08 - - 1 1 8 . 7 7 113+13.83Route 523.0' LTE 201.4.0E 201.6.0/E 201.7.04'124.95 - - 1 2 1 . 0 4 - 112+77.68Route 581.5' RTE 201.4.0E 201.6.0/E 201.7.04120.07 - - 1 1 5 . 8 8 113+05.11Route 5123.5' RTE 201.4.0E 201.6.0/E 201.7.04'120.88 - - 1 1 5 . 8 8 - 113+27.30Route 522.0' RTE 201.4.0E 201.6.0/E 201.7.14'125.80 - - 1 2 0 . 6 4 - 116+27.74Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.14'119.41 - - 1 1 7 . 7 2 - 115+16.03Route 538.4' RTE 201.4.0E 201.6.0/E 201.7.14'121.92 1 1 9 . 5 7 - - - 114+75.94Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.14'124.94 - 1 2 1 . 5 5 - - 117+99.96Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.14'123.62 - - 1 1 9 . 4 6 - 119+90.00Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.14'123.03 - - 1 1 8 . 5 2 - 121+50.00Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.14'119.53 - 121+87.25Route 523.0' RTE 201.4.0E 201.6.0/E 201.10.04'119.57122+20.00Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.04'119.65122+70.05Route 525.8' RTE 201.4.0E 201.6.0/E 201.7.04'119.29 - - 1 1 5 . 4 6 - 123+79.97Route 534.0' RTE 201.4.0E 201.6.0/E 201.7.04'117.79 1 1 5 . 6 4 - 126+20.00Route 534.0' RTE 201.4.0E 201.6.0/E 201.7.04'120.48 - 125+00.00Route 534.0' RTE 201.4.0E 201.6.0/E 201.7.04'118.36 1 1 6 . 8 0 - 127+24.76Route 536.8' RTE 201.4.0E 201.6.0/E 201.7.04'120.74 1 1 7 . 4 8 - - 127+73.16Route 552.7' RTE 201.4.0E 201.6.0/E 201.7.04'121.28 1 1 9 . 4 2 - - - 127+89.98Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.04'125.15 - - - 1 2 0 . 0 7 128+84.33Route 523.0' RTE 201.4.0E 201.6.0/E 201.7.04'125.45 1 2 0 . 5 7 - - - 129+15.13Route 541.9' RTE 201.4.0E 201.6.0/E 201.7.14'125.73 - - - 1 1 8 . 3 8 129+54.89Route 522.9' RTE 201.4.0E 201.6.0/E 201.7.04'125.73 - - 1 2 0 . 5 8 - 130+47.30Route 547.6' RTE 201.4.0E 201.6.0/E 201.10.04'124.79 - - - 1 2 0 . 2 1 129+26.80Route 551.0' RTE 201.4.0E 201.6.0/E 201.10.04'125.88 - - 1 1 9 . 8 3 - 76+87.28I-910.2' LTE 201.4.0E 201.6.0/E 201.10.04'143.40 - - - 1 3 7 . 4 1 73+79.43I-910.2' LTE 201.4.0E 201.6.0/E 201.10.04'140.82 - - M a t c h E x - M H - 1 1 2 3 + 2 0 . 9 5 R o u t e 5 3 0 . 5 ' R T E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 4 ' 1 1 8 . 4 8 1 1 4 . 5 1 1 1 5 . 0 7 - EX CB-170+70.61I-911.1' LTExist to remainExisting to remainMatch ExExisting - - 1 3 3 . 2 3 1 3 3 . 2 3 EX CB-287+73.96I-910.0' RTExist to remainExisting to remainMatch ExExisting M a t c h E x - M a t c h E x - 113+53.43Route 573.5' RTE 201.4.0E 201.60/E201.10.04'125.69 - - 1 2 0 . 3 3 - 113+75.31Route 571.0' RTE 201.4.0E 201.60/E201.10.04'125.69 - - 1 2 0 . 5 5 - FES-1110+09.93Route 540.3' RTE 206.8.0N/AN/A - - 1 1 8 . 0 0 - FES-2112+66.32100.9' RT - - - 1 1 5 . 7 0 FES-3112+84.70138.9' RT - - - 1 1 5 . 1 8 FES-4115+29.8453.4' RT - - - FES-5116+19.96Route 542.6' RT - - - FES-6120+81.9748.8' RT - 1 1 7 . 0 0 - FES-7123+21.2863.4' RT - - - 1 1 3 . 5 0 FES-8127+26.48Route 550.4' RT - - - 1 1 7 . 0 0 FES-9130+53.09Route 567.5' RT - - - 1 2 0 . 0 1 N/AE 206.8.0E 206.8.0E 206.8.0E 206.8.0E 206.8.0E 206.8.0E 206.8.0E 206.8.0 N/AN/AN/AN/AN/AN/AN/AN/A N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A 1 1 8 . 9 7 1 1 6 . 9 3 - 1 1 5 . 0 7 O U T F L O W D I R . E A S T S O U T H W E S T E A S T N O R T H W E S T E A S T S O U T H S O U T H E A S T W E S T E A S T W E S T N O R T H S O U T H W E S T W E S T N O R T H N O R T H E A S T S O U T H W E S T W E S T N O R T H S O U T H N O R T H E A S T N O R T H W E S T E A S T S O U T H E A S T W E S T E A S T E A S T W E S T W E S T W E S T W E S T W E S T W E S T W E S T S O U T H W E S T W E S T W E S T E A S T STRUCTURETYPEDEEP SUMP CB23455A6789101213141516171819202122*23*24*25*26*27*28*29A*29*3031323334 M A N H O L E 35363738394041 D R A I N A G E S T R U C T U R E S C H E D U L E C O N T I N U E D S T R U C T U R E I D . S T A T I O N A L I G N M E N T O F F S E T ( F E E T ) S T R U C T U R E T Y P E ( S t d . D r a w i n g N o . ) F R A M E A N D G R A T E T Y P E ( S t d . D r a w i n g N o . ) S T R U C T U R E D I A . ( F E E T ) R I M E L E V . ( F E E T ) I N V E R T S E L E V . I N F E E T N O R T H S O U T H E A S T W E S T M H - 2 I - 9 1 4 ' 1 4 1 . 6 6 I - 9 1 1 3 8 . 1 4 I - 9 1 1 3 9 . 7 7 I - 9 1 1 4 3 . 4 1 I - 9 1 1 3 7 . 9 1 1 2 3 . 1 4 1 2 0 . 9 6 1 2 0 . 9 1 1 2 5 . 6 9 1 2 5 . 6 9 1 2 2 . 1 6 1 1 9 . 6 0 1 2 5 . 1 1 O U T F L O W D I R . E A S T E A S T W E S T E A S T E A S T W E S T W E S T N O R T H W E S T N O R T H S O U T H W E S T E A S T T Y P E M A N H O L E M H - 3 M H - 4 M H - 5 M H - 6 M H - 7 M H - 8 M H - 9 M H - 1 0 M H - 1 1 M H - 1 2 M H - 1 3 M H - 1 4 M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E M A N H O L E R o u t e 5 R o u t e 5 R o u t e 5 R o u t e 5 R o u t e 5 R o u t e 5 R o u t e 5 R o u t e 5 R o u t e 5 1 2 5 . 7 3 N O R T H M H - 1 6 M A N H O L E R o u t e 5 1 2 5 . 6 0 E A S T M H - 1 7 M A N H O L E R o u t e 5 1 2 5 . 8 3 W E S T M H - 1 8 M A N H O L E R o u t e 5 1 2 4 . 9 9 W E S T M H - 1 9 M A N H O L E E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 1 3 3 . 0 4 - 1 3 3 . 0 4 1 3 3 . 0 4 1 3 6 . 4 1 - 1 3 6 . 4 1 1 3 6 . 4 1 1 3 7 . 0 2 1 3 7 . 0 2 - 1 3 7 . 0 2 1 3 7 . 3 6 - 1 3 7 . 3 6 1 3 7 . 3 6 1 3 2 . 7 4 - 1 3 2 . 7 4 1 3 2 . 7 4 - 1 1 8 . 7 2 1 1 8 . 7 2 1 1 8 . 7 2 - 1 1 5 . 8 3 1 1 9 . 8 8 1 1 5 . 8 3 - 1 1 5 . 8 3 1 1 9 . 6 5 1 1 5 . 8 3 1 2 0 . 2 8 1 2 0 . 2 8 - 1 2 0 . 2 8 1 2 0 . 5 0 - 1 2 0 . 5 0 - 1 2 1 . 1 7 1 1 9 . 5 2 - 1 1 9 . 5 2 - 1 1 7 . 6 7 M a t c h E x 1 1 7 . 6 7 1 2 0 . 0 0 1 2 0 . 0 0 1 2 0 . 0 0 - 1 1 9 . 7 8 - 1 2 0 . 4 8 1 1 9 . 7 8 - 1 1 9 . 6 8 - 1 2 0 . 5 9 1 2 0 . 5 9 1 2 0 . 5 9 1 2 0 . 9 9 - - 1 2 0 . 9 9 1 1 0 + 1 0 . 4 3 2 1 . 4 ' R T 7 0 + 6 9 . 4 7 6 6 . 1 ' R T 7 5 + 5 3 . 4 2 7 2 . 0 ' R T 7 6 + 7 9 . 8 8 7 0 . 3 ' R T 7 6 + 7 9 . 8 8 0 . 3 ' L T 7 7 1 + 1 6 . 6 7 1 . 8 ' R T 1 1 2 + 8 3 . 8 9 8 6 . 1 ' R T 1 1 3 + 0 8 . 6 3 1 3 0 . 2 ' R T 1 1 3 + 5 0 . 4 5 8 0 . 6 ' R T 1 1 3 + 7 8 . 2 5 7 8 . 2 ' R T 1 1 6 + 2 0 . 1 4 2 1 . 8 ' R T 1 1 5 + 2 2 . 4 8 3 4 . 4 ' R T 1 2 7 + 9 9 . 3 3 2 1 . 4 ' R T 1 2 9 + 2 5 . 2 2 4 0 . 1 ' R T 1 2 9 + 1 4 . 1 5 3 2 . 7 ' R T 1 1 3 + 2 1 . 6 2 2 1 . 4 ' R T 1 1 3 + 2 1 . 4 2 2 1 . 4 ' L T - - Route 5Route 5Route 5Route 5 Route 5 R o u t e 5 1 2 3 . 4 2 S O U T H M H - 2 0 M A N H O L E E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 - 1 1 9 . 4 4 - 1 1 9 . 4 4 1 1 8 + 0 0 . 2 3 2 6 . 1 ' R T R o u t e 5 1 2 3 . 7 8 M H - 2 1 M A N H O L E E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 1 1 8 . 5 0 - 1 1 8 . 5 0 1 1 9 . 9 0 . 2 4 2 5 . 8 ' R T R o u t e 5 1 1 9 . 9 6 M H - 2 2 M A N H O L E E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 1 1 5 . 4 4 1 1 5 . 4 4 - 1 1 5 . 4 4 1 2 2 + 7 0 . 7 9 2 1 . 4 ' R T R o u t e 5 1 1 8 . 5 3 N O R T H M H - 2 3 M A N H O L E E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 1 1 5 . 6 2 1 1 5 . 6 2 - 1 1 5 . 6 2 1 2 3 + 8 0 . 2 1 2 9 . 8 ' R T R o u t e 5 M H - 2 4 M A N H O L E E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 R o u t e 5 1 1 9 . 0 7 M H - 2 5 M A N H O L E 1 1 6 . 7 8 1 1 6 . 7 8 - 1 1 6 . 7 8 1 2 4 + 9 9 . 9 4 2 9 . 0 ' L T R o u t e 5 1 2 1 . 0 7 W E S T 1 1 9 . 0 0 1 1 9 . 0 0 - 1 1 7 . 4 8 1 2 7 + 3 0 . 4 6 3 6 . 2 ' R T S O U T H S O U T H N O R T H E A S T N O R T H E A S T S O U T H - - - - - - - E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 1 1 7 . 9 4 1 1 8 . 3 1 1 1 8 . 3 1 CATCH BASINCATCH BASIN M H - 2 6 M A N H O L E R o u t e 5 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 M H - 2 7 M A N H O L E R o u t e 5 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 M H - 2 8 M A N H O L E R o u t e 5 E 2 0 2 . 4 . 0 E 2 0 2 . 7 . 0 1 2 1 + 4 9 . 9 8 2 6 . 8 ' R T 1 2 1 + 8 7 . 2 5 2 6 . 7 ' R T 1 2 2 + 1 9 . 9 8 2 6 . 8 ' R T 1 1 9 . 0 0 1 1 9 . 0 4 1 1 9 . 1 1 1 1 7 . 6 0 1 1 6 . 9 3 1 1 6 . 3 6 1 1 7 . 6 0 1 1 6 . 9 3 1 1 6 . 3 6 1 1 6 . 9 3 1 1 6 . 3 6 - - - - S O U T H S O U T H S O U T H 1 1 7 . 6 2 1 1 6 . 7 1 1 1 6 . 3 8 - - - W E S T W E S T W E S T - - - - - 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' 4 ' DEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CBDEEP SUMP CB E 201.6.0/E 201.7.0E 201.6.0/E 201.7.0E 201.6.0/E 201.7.0E 201.6.0/E 201.7.0E 201.6.0/E 201.7.0E 201.6.0/E 201.7.1E 201.6.0/E 201.7.1 1 1 8 . 5 0 D R A I N A G E S T R U C T U R E S C H E D U L E S C A L E : N T S PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 R A M P " B " RAMP "B"771 772 773 7 7 4 7 7 5 7 7 6 PT +56.82 P C + 4 7 . 3 8 P T + 3 0 . 1 7 RAMP B 1 2 3 ' 1 5 " R C P I - 9 1 N O R T H B O U N D I - 9 1 B I O R E T E N T I O N P O N D 1 0 0 - Y R H W L = 1 1 4 . 9 6 F T S T O R A G E A T H W L = 0 . 5 0 A C - F T PROP COMPOSTFILTER TUBES (TYP.) O V E R F L O W S P I L L W A Y 2 0 ' L O N G A T E L E V . 1 1 4 . 5 0 F T 1200+001+002+00 110105 1 2 0 1 1 0 1 0 5 3 + 0 0 4 + 0 0 5 + 0 0 6 + 0 0 I-91 BI O R E T E N T I O N P O N D 115 125 1 1 5 1 2 5 N 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of Transportation massDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 1 . I N S T A L L C O M P O S T F I L T E R T U B E S P R I O R T O C O N S T R U C T I O N . 2 . M A I N T E N A N C E S H E L F S H A L L B E L O A M & S E E D . 3 . C O N S T R U C T S E D I M E N T F O R E B A Y S A N D I N F I L T R A T I O N B A S I N S O F F L I N E F R O M D R A I N A G E S Y S T E M . B A S I N S C A N N O T A C C E P T F L O W U N T I L V E G E T A T I O N A N D P E R M E N A N T E R O S I O N C O N T R O L S A R E I N P L A C E . B I O R E T E N T I O N B A S I N G E N E R A L N O T E S : S E E D I N G - B I O R E T E N T I O N B A S I N M I X ( T Y P E 2 ) I T E M 7 6 5 . 4 1 1 S E E D I N G - L O W U P L A N D M I X 1 . A L L V E G E T A T I O N R E M O V E D W I T H I N P O N D L I M I T S . 2 . S E V E R A L M A T U R E O A K T R E E S A R E L O C A T E D W I T H I N T H E L I M I T S O F G R A D I N G O F T H E B I O R E T E N T I O N P O N D . A S U R V E Y O F T H E T R E E S W I L L B E U S E D T O M O D I F Y T H E S H A P E O F T H E P O N D D E S I G N T O A V O I D L A R G E O A K T R E E S T O E X T E N T P O S S I B L E . N O T E S : B I O R E T E N T I O N P O N D S S H E E T 1 O F 2 S E E D I N G - B I O R E T E N T I O N B A S I N M I X ( T Y P E 1 ) I T E M 7 6 5 . 5 5 4 W E T L A N D / B A S I N M I X - S E A S O N A L L Y F L O O D E D ( E 1 5 4 ) P R O P O S E D L A R G E S H A D E T R E E P R O P O S E D S M A L L / O R N A M E N T A L T R E E K E Y A N D L E G E N D : Q N T Y . F L O R A S I Z E R O O T 6 A c e r r u b r u m - R e d S u n s e t M a p l e ( A R ) 2 " - 2 . 5 " C A L . B & B 7 A m e l a n c h i e r a r b o r e a - D o w n y S e r v i c e b e r r y ( A A ) 6 ' - 8 ' H T . S I N G L E S T E M B & B 4 B e t u l a p o p u l i f o l i a - G r a y B i r c h ( B P ) 6 ' - 8 ' H T . S I N G L E S T E M B & B 4 N y s s a s y l v a t i c a - B l a c k T u p e l o ( N S ) 1 . 5 " - 2 " C A L . B & B 5 Q u e r c u s b i c o l o r - W h i t e O a k ( Q B ) 1 . 5 " - 2 " C A L . B & B WETLAND N2AWETLAND 2A WETLAND N2AWETLAND 2A WETLAND N2AWETLAND 2A B E R M S E D I E M E N T F O R E B A Y U S R O U T E 5 B I O R E T E N T I O N P O N D 1 0 0 - Y R H W L = 1 1 3 . 8 4 F E E T S T O R A G E A T H W L = 0 . 1 0 A C - F T P R O F I L E A L I G N M E N T O V E R F L O W S P I L L W A Y 3 0 ' L O N G A T E L E V . 1 1 3 . 7 0 F T U.S. RO U T E 5 2 : 1 S L O P E OVERFLOW SPILLWAY20' LONG AT ELEV. 114.50 FT P R O P C O M P O S T F I L T E R T U B E S ( T Y P . ) O V E R F L O W S P I L L W A Y D E T A I L S V A R I E S ( 3 : 1 M A X . ) I - 9 1 O V E R F L O W S P I L L W A Y W I L L B E 2 0 ' L O N G A T E L E V A T I O N 1 1 4 . 5 0 U . S . R O U T E 5 O V E R F L O W S P I L L W A Y W I L L B E 2 0 ' L O N G A T E L E V A T I O N 1 1 3 . 7 0 F O R D E S C R I P T I O N , M A T E R I A L S , A N D C O N S T R U C T I O N M E T H O D S O F R I P R A P S E E M A S S D O T S T A N D A R D S P E C I F I C A T I O N S . N . T . S . 5 ' - 0 " T O P O F O V E R F L O W S P I L L W A Y M I N I M U M M A S S P E R S T O N E 5 0 L B S . , M A X I M U M I S 1 2 5 L B S . 1 2 " M I N I M U M L A Y E R O F S T O N E R I P R A P B O T T O M O F B I O R E T E N T I O N P O N D V A R I E S ( 3 : 1 M A X . ) E X G R O U N D B O T T O M O F B A S I N S P O N D I N G 8 " L O A M B O R R O W V A R I E S ( U P T O 3 ' ) N . T . S . L O A M A N D S E E D F O R B O T T O M O F B A S I N U S E N A T I V E S O I L I N C U T L O C A T I O N S , P R O P S A N D B O R R O W W I N F I L L L O C A T I O N . E X C A B A T E 4 " O F T O P S O I L B E F O R E P L A C I N G S A N D B O R R O W E X I S T I N G S U B G R A D E O V E R F L O W S P I L L W A Y SEDIMENT FOREBAYBIORETENTION P O N D B O T T O M US ROUTE 5 BIORETENTI O N P O N D 1201+00 2 + 0 0 0+00 110105 1 2 0 1 1 0 1 0 5 1 1 5 115EX GROUND 1 0 0 - Y R H W L 1 1 3 . 8 4 F E E T 1 0 - Y R H W L 1 1 3 . 7 7 F E E T 2 - Y R H W L 1 1 3 . 7 0 F E E T EL.=110.70 E L . = 1 1 3 . 7 0 EL.=113.00 GRANITE PAVERS N 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of Transportation massDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 S E E D I N G - B I O R E T E N T I O N B A S I N M I X ( T Y P E 1 ) I T E M 7 6 5 . 5 5 4 W E T L A N D / B A S I N M I X - S E A S O N A L L Y F L O O D E D ( E 1 5 4 ) B I O R E T E N T I O N P O N D S S H E E T 2 O F 2 S E E D I N G - B I O R E T E N T I O N B A S I N M I X ( T Y P E 2 ) I T E M 7 6 5 . 4 1 1 S E E D I N G - L O W U P L A N D M I X K E Y A N D L E G E N D 1 . R E F E R T O S H E E T 2 7 . 2 . A L L V E G E T A T I O N R E M O V E D W I T H I N P O N D L I M I T S . 3 . F O R E B A Y T O H A V E G R A N I T E P A V E R B O T T O M . N O T E S : G R A N I T E P A V E R S U S - 5 ( M T . T O M R D . ) WETLAND 1 U . S . R O U T E 5 ( M T . T O M R O A D ) PT +15.13 8 0 81 82U.S. ROUTE 5 (MT. TOM ROAD)116117118 1 1 9 1 2 0 1 2 1 I-91 RECORD BASELINEU.S. ROUTE 5 B& M R R T R A C K B A S E L I N E I-91 NORTHBOUNDI-91 SOUTHBOUND116117118 1 1 9 1 2 0 1 2 1 PT +15.13 U . S . R O U T E 5 C O N S T B A S E L I N E U S - 5 ( M T . T O M R D . ) 0+00 1+00P R O P O S E D W E T L A N D C R E A T I O N A R E A ( F L A T A R E A A T E L E V A T I O N 1 0 7 . 5 H A S A N A R E A O F 2 1 5 S Q . F T . ) 1 ( V ) : 4 ( H ) S I D E S L O P E 80 81 82 779 780 781 782881882FEATHER I N T O M E E T E X I S T I N G WETLA N D E D G E E L E V A T I O N L I M I T O F D I S T U R B A N C E 108 112 116 120048 1 2 1 6 2 0 2 4 2 8 3 2 3 6 4 0 4 4 4 8 5 2 5 6 6 0 6 4 6 8 T R A N S V E R S E S E C T I O N A T R O U T E 5 , S T A 1 1 8 + 6 5 1 0 8 1 1 2 1 1 6 1 2 0 7 2 7 6 8 0 8 4 8 8 9 2 9 6 1 0 0 1 2 4 124104 1 0 4 N W E T L A N D C R E A T I O N A R E A P L A N A N D S E C T I O N S H E E T 1 O F 1 PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 1 0 S C A L E : 1 " = 1 0 ' 0 2 5 5 0 W E T L A N D C R E A T I O N A R E A ( G R A D I N G A N D S E E D I N G ) L E G E N D 2 0 S C A L E : 1 " = 2 0 ' 0 5 0 1 0 0 1 . U P L A N D A R E A S W I T H I N T H E U N D E R B R I D G E L I M I T S O F D I S T U R B A N C E S H A L L B E C L E A R E D A N D C O V E R E D W I T H G E O F A B R I C , T H E N C R U S H E D S T O N E . A F T E R C O N S T R U C T I O N , G E O F A B R I C A N D C R U S H E D S T O N E S H A L L B E R E M O V E D . C O M P A C T E D A R E A S S C A R I F I E D , A N D S E E D E D . 2 . W E T L A N D A R E A S S H A L L B E C L E A R E D A N D C O V E R E D B Y T E M P O R A R Y M A T T I N G . A F T E R C O N S T R U C T I O N , T I M B E R M A T T I N G S H A L L B E R E M O V E D , T H E C R E A T I O N A R E A R E G R A D E D , T H E E X I S T I N G A N D P R O P O S E D W E T L A N D A R E A S C A R I F I E D , A N D S E E D E D . R E F E R T O S P E C I F I C A T I O N S . ( S P E C I A L P R O V I S I O N I T E M 7 5 5 . 3 5 - - I N L A N D W E T L A N D M I T I G A T I O N A R E A ) N O T E S W E T L A N D R E S T O R A T I O N A R E A ( T I L L I N G A N D S E E D I N G ) S T A G E D C O N S T R U C T I O N B R I D G E N - 1 9 - 0 5 9 T Y P I C A L S E C T I O N S - S H E E T 1 O F 3 S C A L E : N T S PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 S T A G E D C O N S T R U C T I O N B R I D G E N - 1 9 - 0 5 9 T Y P I C A L S E C T I O N S - S H E E T 2 O F 3 S C A L E : N T S PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 S T A G E D C O N S T R U C T I O N B R I D G E N - 1 9 - 0 5 9 T Y P I C A L S E C T I O N S - S H E E T 3 O F 3 S C A L E : N T S PARSONS B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 N 2 9 3 9 4 5 5 . 4 9 5 7 E 3 5 2 3 9 0 . 1 4 6 6 1 1 6 1 1 7 1 1 8 1 1 9 120 W E T L A N D 6 B W E T L A N D 1 → → → → T E M P . B R I D G E S T A G E D C O N S T R U C T I O N T E M P O R A R Y B R I D G E B R I D G E N - 1 9 - 0 5 9 S C A L E : N T S N B R I D G E R E P L A C E M E N T S N - 1 9 - 0 5 9 A N D N - 1 9 - 0 6 0 I - 9 1 O V E R U . S . R O U T E 5 A N D B & M R R I - 9 1 O V E R H O C K A N U M R O A D I N N O R T H A M P T O N H A M P S H I R E C O U N T Y , M A M A S S D O T P R O J E C T F I L E # 6 0 6 5 5 2 D A T E : 1 2 / 1 6 / 2 0 1 9 PREPARED BY:Massachusetts Department of TransportationmassDOT PREPARED FOR:Highway Division 1 0 0 Y E A R F L O O D A T E L E V . = 1 2 3 . 0 N G V D 2 9 = 1 2 2 . 3 N A V D 8 8 MassDOT Project 606552 MA WPA Notice of Intent Northampton, Massachusetts Attachment C BVW Delineation Data Forms Site Photos US Army Corps of Engineers Northcentral and Northeast Region – Version 2 WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Project/Site: City/County: Sampling Date: Applicant/Owner: State: Sampling Point: Investigator(s): Section, Township, Range: Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%): Lat: Long: Datum: Soil Map Unit Name: NWI classification: Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water-Stained Leaves (B9) Drainage Patterns (B10) High Water Table (A2) Aquatic Fauna (B13) Moss Trim Lines (B16) Saturation (A3) Marl Deposits (B15) Dry-Season Water Table (C2) Water Marks (B1) Hydrogen Sulfide Odor (C1) Crayfish Burrows (C8) Sediment Deposits (B2) Oxidized Rhizospheres on Living Roots (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils (C6) Geomorphic Position (D2) Iron Deposits (B5) Thin Muck Surface (C7) Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Microtopographic Relief (D4) Sparsely Vegetated Concave Surface (B8) FAC-Neutral Test (D5) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): Saturation Present? Yes No Depth (inches): (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: I-91 Bridge over Route 5 Northampton 8/24/2016 MassDOT MA UPL-4 J. Vaccaro, M. Kearns Terrace none 1%42.307661 -72.622792 NAD83 Hadley-Winooski-Urban land complex, 0 to 3 percent slopes -- 4 4 4 4 4 4 4 4 4 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 VEGETATION – Use scientific names of plants. Sampling Point: Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: (A) Total Number of Dominant Species Across All Strata: (B) Percent of Dominant Species That Are OBL, FACW, or FAC: (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub – Woody plants less than 3 in. DBH and greater than 3.28 ft (1 m) tall. Herb – All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines – All woody vines greater than 3.28 ft in height. Absolute Dominant Indicator Tree Stratum (Plot size: ) % Cover Species? Status 1. 2. 3. 4. 5. 6. 7. = Total Cover Sapling/Shrub Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. = Total Cover Herb Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. = Total Cover Woody Vine Stratum (Plot size: ) 1. 2. 3. 4. = Total Cover Hydrophytic Vegetation Present? Yes No Remarks: (Include photo numbers here or on a separate sheet.) UPL-4 30' 2 5 40% 15' 0 25 Y UPLRhus typhina 5' 25 Lythrum salicaria Verbena hastata Cirsium vulgare Onoclea sensibilis Euthamia graminifolia Phytolacca americana 15 5 10 5 5 10 10 Y N Y N N Y Y FAC OBL FACW FACU FACW FACU FACU Oenothera pilosella 30' 55 4 0 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 SOIL Sampling Point: Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: Indicators for Problematic Hydric Soils3: Histosol (A1) Polyvalue Below Surface (S8) (LRR R, 2 cm Muck (A10) (LRR K, L, MLRA 149B) Histic Epipedon (A2) MLRA 149B) Coast Prairie Redox (A16) (LRR K, L, R) Black Histic (A3) Thin Dark Surface (S9) (LRR R, MLRA 149B) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Hydrogen Sulfide (A4) Loamy Mucky Mineral (F1) (LRR K, L) Dark Surface (S7) (LRR K, L) Stratified Layers (A5) Loamy Gleyed Matrix (F2) Polyvalue Below Surface (S8) (LRR K, L) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thin Dark Surface (S9) (LRR K, L) Thick Dark Surface (A12) Redox Dark Surface (F6) Iron-Manganese Masses (F12) (LRR K, L, R) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Piedmont Floodplain Soils (F19) (MLRA 149B) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Sandy Redox (S5) Red Parent Material (TF2) Stripped Matrix (S6) Very Shallow Dark Surface (TF12) Dark Surface (S7) (LRR R, MLRA 149B) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Restrictive Layer (if observed): Type: Depth (inches):Hydric Soil Present? Yes No Remarks: UPL-4 0-1 1-7 7-20 10YR 4/2 10YR 6/4 10YR 6/4 100 100 95 10YR 6/2.5 5 C M silt loam silt loam silt loam 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Project/Site: City/County: Sampling Date: Applicant/Owner: State: Sampling Point: Investigator(s): Section, Township, Range: Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%): Lat: Long: Datum: Soil Map Unit Name: NWI classification: Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water-Stained Leaves (B9) Drainage Patterns (B10) High Water Table (A2) Aquatic Fauna (B13) Moss Trim Lines (B16) Saturation (A3) Marl Deposits (B15) Dry-Season Water Table (C2) Water Marks (B1) Hydrogen Sulfide Odor (C1) Crayfish Burrows (C8) Sediment Deposits (B2) Oxidized Rhizospheres on Living Roots (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils (C6) Geomorphic Position (D2) Iron Deposits (B5) Thin Muck Surface (C7) Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Microtopographic Relief (D4) Sparsely Vegetated Concave Surface (B8) FAC-Neutral Test (D5) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): Saturation Present? Yes No Depth (inches): (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: I-91 Bridge over Route 5 Northampton 8/24/2016 MassDOT MA WET-4 J. Vaccaro; M. Kearns Terrace none 1%42.307645 -72.622835 NAD83 Hadley-Winooski-Urban land complex, 0 to 3 percent slopes PEM 4 4 4 4 4 4 4 4 4 4 4 4 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 VEGETATION – Use scientific names of plants. Sampling Point: Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: (A) Total Number of Dominant Species Across All Strata: (B) Percent of Dominant Species That Are OBL, FACW, or FAC: (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub – Woody plants less than 3 in. DBH and greater than 3.28 ft (1 m) tall. Herb – All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines – All woody vines greater than 3.28 ft in height. Absolute Dominant Indicator Tree Stratum (Plot size: ) % Cover Species? Status 1. 2. 3. 4. 5. 6. 7. = Total Cover Sapling/Shrub Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. = Total Cover Herb Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. = Total Cover Woody Vine Stratum (Plot size: ) 1. 2. 3. 4. = Total Cover Hydrophytic Vegetation Present? Yes No Remarks: (Include photo numbers here or on a separate sheet.) WET-4 30' Ulmus rubra 15 Y FAC 6 7 86% 15' 15 5 Y FACUCelastrus sp. 4 5' 5 Impatiens capensis Toxicodendron radicans 30 10 10 Y Y Y FACW FACW FAC Onoclea sensibilis 30' 50 Toxicodendron radicans Vitis sp. 10 10 Y Y FAC FAC 4 20 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 SOIL Sampling Point: Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: Indicators for Problematic Hydric Soils3: Histosol (A1) Polyvalue Below Surface (S8) (LRR R, 2 cm Muck (A10) (LRR K, L, MLRA 149B) Histic Epipedon (A2) MLRA 149B) Coast Prairie Redox (A16) (LRR K, L, R) Black Histic (A3) Thin Dark Surface (S9) (LRR R, MLRA 149B) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Hydrogen Sulfide (A4) Loamy Mucky Mineral (F1) (LRR K, L) Dark Surface (S7) (LRR K, L) Stratified Layers (A5) Loamy Gleyed Matrix (F2) Polyvalue Below Surface (S8) (LRR K, L) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thin Dark Surface (S9) (LRR K, L) Thick Dark Surface (A12) Redox Dark Surface (F6) Iron-Manganese Masses (F12) (LRR K, L, R) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Piedmont Floodplain Soils (F19) (MLRA 149B) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Sandy Redox (S5) Red Parent Material (TF2) Stripped Matrix (S6) Very Shallow Dark Surface (TF12) Dark Surface (S7) (LRR R, MLRA 149B) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Restrictive Layer (if observed): Type: Depth (inches):Hydric Soil Present? Yes No Remarks: WET-4 0-4 4-20 10YR 4/2 10YR 6/2 100 90 10YR 5/4 7.5YR 5/6 5 5 C C M M silt loam silt loam 4 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Project/Site: City/County: Sampling Date: Applicant/Owner: State: Sampling Point: Investigator(s): Section, Township, Range: Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%): Lat: Long: Datum: Soil Map Unit Name: NWI classification: Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water-Stained Leaves (B9) Drainage Patterns (B10) High Water Table (A2) Aquatic Fauna (B13) Moss Trim Lines (B16) Saturation (A3) Marl Deposits (B15) Dry-Season Water Table (C2) Water Marks (B1) Hydrogen Sulfide Odor (C1) Crayfish Burrows (C8) Sediment Deposits (B2) Oxidized Rhizospheres on Living Roots (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils (C6) Geomorphic Position (D2) Iron Deposits (B5) Thin Muck Surface (C7) Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Microtopographic Relief (D4) Sparsely Vegetated Concave Surface (B8) FAC-Neutral Test (D5) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): Saturation Present? Yes No Depth (inches): (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: I-91 Bridge over Route 5 Northampton 8/24/2016 MassDOT MA UPL-5 J. Vaccaro, M. Kearns Hillslope Concave 1%NAD83 Winooski silt loam, 0 to 3 percent slopes -- 4 4 4 4 4 4 4 4 4 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 VEGETATION – Use scientific names of plants. Sampling Point: Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: (A) Total Number of Dominant Species Across All Strata: (B) Percent of Dominant Species That Are OBL, FACW, or FAC: (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub – Woody plants less than 3 in. DBH and greater than 3.28 ft (1 m) tall. Herb – All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines – All woody vines greater than 3.28 ft in height. Absolute Dominant Indicator Tree Stratum (Plot size: ) % Cover Species? Status 1. 2. 3. 4. 5. 6. 7. = Total Cover Sapling/Shrub Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. = Total Cover Herb Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. = Total Cover Woody Vine Stratum (Plot size: ) 1. 2. 3. 4. = Total Cover Hydrophytic Vegetation Present? Yes No Remarks: (Include photo numbers here or on a separate sheet.) UPL-5 30' Acer saccharinum Rhus typhina Quercus rubra Populus tremuloides 20 30 10 5 Y Y N N FACW UPL FACU FACU 2 5 40% 15' 65 Cornus amomum 15 10 Y Y FACU FACW Lonicera tartarica 5' 25 50 Y FACUEuthamia graminifolia 30' 50 4 0 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 SOIL Sampling Point: Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: Indicators for Problematic Hydric Soils3: Histosol (A1) Polyvalue Below Surface (S8) (LRR R, 2 cm Muck (A10) (LRR K, L, MLRA 149B) Histic Epipedon (A2) MLRA 149B) Coast Prairie Redox (A16) (LRR K, L, R) Black Histic (A3) Thin Dark Surface (S9) (LRR R, MLRA 149B) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Hydrogen Sulfide (A4) Loamy Mucky Mineral (F1) (LRR K, L) Dark Surface (S7) (LRR K, L) Stratified Layers (A5) Loamy Gleyed Matrix (F2) Polyvalue Below Surface (S8) (LRR K, L) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thin Dark Surface (S9) (LRR K, L) Thick Dark Surface (A12) Redox Dark Surface (F6) Iron-Manganese Masses (F12) (LRR K, L, R) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Piedmont Floodplain Soils (F19) (MLRA 149B) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Sandy Redox (S5) Red Parent Material (TF2) Stripped Matrix (S6) Very Shallow Dark Surface (TF12) Dark Surface (S7) (LRR R, MLRA 149B) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Restrictive Layer (if observed): Type: Depth (inches):Hydric Soil Present? Yes No Remarks: UPL-5 0-1 1-7 7-20 10YR 4/2 10YR 6/4 10YR 6/4 100 100 95 10YR 6/2.5 5 C M silt loam silt loam silt loam 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Project/Site: City/County: Sampling Date: Applicant/Owner: State: Sampling Point: Investigator(s): Section, Township, Range: Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%): Lat: Long: Datum: Soil Map Unit Name: NWI classification: Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water-Stained Leaves (B9) Drainage Patterns (B10) High Water Table (A2) Aquatic Fauna (B13) Moss Trim Lines (B16) Saturation (A3) Marl Deposits (B15) Dry-Season Water Table (C2) Water Marks (B1) Hydrogen Sulfide Odor (C1) Crayfish Burrows (C8) Sediment Deposits (B2) Oxidized Rhizospheres on Living Roots (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils (C6) Geomorphic Position (D2) Iron Deposits (B5) Thin Muck Surface (C7) Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Microtopographic Relief (D4) Sparsely Vegetated Concave Surface (B8) FAC-Neutral Test (D5) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): Saturation Present? Yes No Depth (inches): (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: I-91 Bridge over Route 5 Northampton 8/24/2016 MassDOT MA WET-5 J. Vaccaro, M. Kearns Hillslope Concave 3%NAD83 Winooski silt loam, 0 to 3 percent slopes PFO 4 4 4 4 4 4 4 4 4 4 4 4 4 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 VEGETATION – Use scientific names of plants. Sampling Point: Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: (A) Total Number of Dominant Species Across All Strata: (B) Percent of Dominant Species That Are OBL, FACW, or FAC: (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub – Woody plants less than 3 in. DBH and greater than 3.28 ft (1 m) tall. Herb – All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines – All woody vines greater than 3.28 ft in height. Absolute Dominant Indicator Tree Stratum (Plot size: ) % Cover Species? Status 1. 2. 3. 4. 5. 6. 7. = Total Cover Sapling/Shrub Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. = Total Cover Herb Stratum (Plot size: ) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. = Total Cover Woody Vine Stratum (Plot size: ) 1. 2. 3. 4. = Total Cover Hydrophytic Vegetation Present? Yes No Remarks: (Include photo numbers here or on a separate sheet.) WET-5 30' Acer saccharinum Ulmus rubra 15 5 Y Y FACW FAC 5 7 71% 15' 20 Alnus incana Celastrus sp. 25 25 25 Y Y Y FACW FACW FACU Cornus amomum 4 5' 75 Toxicodendron radicans 50 10 Y Y FACU FAC Euthamia graminifolia 30' 60 4 0 US Army Corps of Engineers Northcentral and Northeast Region – Version 2 SOIL Sampling Point: Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: Indicators for Problematic Hydric Soils3: Histosol (A1) Polyvalue Below Surface (S8) (LRR R, 2 cm Muck (A10) (LRR K, L, MLRA 149B) Histic Epipedon (A2) MLRA 149B) Coast Prairie Redox (A16) (LRR K, L, R) Black Histic (A3) Thin Dark Surface (S9) (LRR R, MLRA 149B) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Hydrogen Sulfide (A4) Loamy Mucky Mineral (F1) (LRR K, L) Dark Surface (S7) (LRR K, L) Stratified Layers (A5) Loamy Gleyed Matrix (F2) Polyvalue Below Surface (S8) (LRR K, L) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thin Dark Surface (S9) (LRR K, L) Thick Dark Surface (A12) Redox Dark Surface (F6) Iron-Manganese Masses (F12) (LRR K, L, R) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Piedmont Floodplain Soils (F19) (MLRA 149B) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Sandy Redox (S5) Red Parent Material (TF2) Stripped Matrix (S6) Very Shallow Dark Surface (TF12) Dark Surface (S7) (LRR R, MLRA 149B) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Restrictive Layer (if observed): Type: Depth (inches):Hydric Soil Present? Yes No Remarks: WET-5 0-2 2-8 8-19 10YR 3/2 10YR 5/2 2.5Y 6/2 100 90 100 2.5Y 4/2 2.5Y 5/4 5 5 D C M M silt loam silt loam fine sandy loam 4 4 U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Data Forms PLACEHOLDER (2013 data forms for Wetlands 7 and N2A requested from AI / Northeast Land and Water on 4/26/2018) Site Photographs I-91 Bridge over Mt. Tom Road (Route 5) and the Boston & Maine Railroad, Northampton MA Photo 1: View of wetland series V-1 underneath I-91 facing north. Photo 2: View of wetland series V-1 underneath I-91 facing south. Site Photographs Photo 3: View of wetland series V-1 south of the I-91 bridge. Photo 4: View of wetland series V-2 from flag V-204 facing west. I-91 Bridge over Mt. Tom Road (Route 5) and the Boston & Maine Railroad, Northampton MA U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Site Photos Photo 5: Wetlands 2A looking North. Outlet from culvert under I-91 is at center. (11/30/2012) Photo 6: Side castings between Wetlands 2A (ditch at left) and N2A (at right) looking North. Bridge 059 carrying I-91 over US Route 5 is visible at upper right. (4/6/2018) U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Site Photos Photo 7 (Panoramic): Wetland N2A looking SSW. US Route 5 is at left. (11/30/2012) Photo 8: Wetland 2B looking North. US Route 5 is at Right. (4/6/2012) U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Site Photos Photo 9: Wetland 2B looking South. US Route 5 is at Right. (4/6/2012) Photo 10: Wetland 2C looking East. US Route 5 is in background. (11/30/2012) U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Site Photos Photo 11: Wetland 2D looking East. US Route 5 is in background. (11/30/2012) Photo 12: Wetland 6B looking west from US Route 5. (5/11/2012) U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Site Photos Photo 13 (Panoramic): Wetland 6A (left foreground) & 6B (right background) looking west. (12/9/2015) Photo 14: Wetland 6C. (11/30/2012) U.S. Route 5 (Mt. Tom Road) Improvements MA WPA Notice of Intent Northampton, Massachusetts Appendix C Site Photos Photo 15 (Panoramic): Wetland 7 looking east. (12/9/15) MassDOT Project 606552 MA WPA Notice of Intent Northampton, Massachusetts Attachment D Stormwater Checklist and Report Sensitive Current Date: December 6, 2019 Prepared for: Prepared by: Massachusetts Department of Transportation PARSONS 10 Park Plaza, Suite 4160 100 High Street Boston, MA 02116 Boston, MA 02110 (857) 368-4636 (617) 946-9400 Massachusetts Department of Transportation Drainage Report I-91 Over U.S. Route 5, B&M RR and Hockanum Road (Bridge NOS. N-19-059 & N-19-060) Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Table of Contents Sensitive / Proprietary Table of Contents 1.0 INTRODUCTION .......................................................................................................................................................... 1 1.1 PROJECT OVERVIEW .............................................................................................................................................. 1 1.2 STORMWATER DESIGN CRITERIA .......................................................................................................................... 1 1.2.1 Massachusetts Department of Environmental Protection ............................................................................ 1 1.2.2 Massachusetts Department of Transportation ............................................................................................. 3 2.0 HYDROLOGY .............................................................................................................................................................. 3 2.1 EXISTING CONDITION ............................................................................................................................................ 3 2.2 PROPOSED CONDITION ......................................................................................................................................... 4 2.3 METHODOLOGY ..................................................................................................................................................... 5 2.3.1 Rational Method/Hydrologic Method ............................................................................................................ 5 2.3.2 Time of Concentration ................................................................................................................................... 5 2.3.3 Precipitation .................................................................................................................................................. 5 2.3.4 Runoff Coefficients ....................................................................................................................................... 5 2.3.5 NRCS TR-20 Method ..................................................................................................................................... 5 3.0 HYDRAULICS.............................................................................................................................................................. 6 3.1 EXISTING CONDITION ............................................................................................................................................ 6 3.2 PROPOSED CONDITION ......................................................................................................................................... 6 3.2.1 Inlets ............................................................................................................................................................. 7 3.2.2 Pipes ............................................................................................................................................................. 8 3.2.3 Water Quality Basin ....................................................................................................................................... 9 4.0 RECOMMENDATIONS & CONCLUSION .................................................................................................................... 10 APPENDIX A – REDEVELOPMENT CALCULATIONS 1. SUMMARY TABLE: Computation of Stormwater Storages per Mass. Highway Drainage Design Standards 2. SAMPLE COMPUTATION: Computation for Groundwater Recharge and Water Quality Volume 3. TSS REMOVAL TALBES: Provided for each Project Outlet 4. EXHIBIT: EXISTING CONDITION DRAINAGE AREA (Used for Computation of Storages) 5. EXHIBIT: PROPOSED CONDITION DRAINAGE AREA (Used for Computation of Storages) 6. EX. AND PR. CONDITION TR-20 INPUT-OUTPUT TO COMPUTE PEAK FLOWS 7. EXHIBIT: Project Location on FEMA FIRM Map 8. NRCS SOIL REPORT (Identifying Hydrologic Soil Group of Project Area) Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Table of Contents Sensitive APPENDIX B – HYDROLOGIC ANALYSIS OF BIORETENTION PONDS 1. SUMMARY OF ANAYSIS 2. EXHIBIT: EX. & PR. DRAINAGE AREAS USED IN TR-20 ANALYSIS 3. STORAGE-OUTFLOW RATING TABLE FOR BIORETENTION AREAS 4. EX. & PR. CONDITION TR-20 HYDROLOGIC ANAYSIS INPUT-OUTPUT FOR BIORETENTION AREA 5. NOAA ATLAS 14 FOR PROJECT RAINFALL DATA APPENDIX C – HYDRAULICS: INLET & STORM SEWER ANALYSIS 1. INLET ANAYLSIS COMPUTATION SHEETS 2. SAMPLE INLET ANALYSIS REPORT USING HYDRAULIC TOOLBOX 3. STORMSEWER COMPUTATION SUMMARY SHEET 4. STORMCADD REPORT 5. STORMCADD STORM SEWER PROFILE REPORTS WITH HYDRAULIC GRADE LINE 6. INTENSITY-DURATION-FREQUENCY CURVE USED FOR HYDRALUIC ANALYSIS APPENDIX D – HYDRAULICS: I-91 BRIDGE SCUPPER ANALYSIS 1. MASSDOT SCUPPER ANALYSIS CRITERIA USED. 2. SCUPPER SPACING FOR I-91 NORTH BOUND BRIDGE ON RIGHT (EAST) SIDE 3. SCUPPER SPACING FOR I-91 NORTH BOUND BRIDGE ON LEFT (WEST) SIDE 4. SCUPPER SPACING FOR I-91 SOUTH BOUND BRIDGE ON RIGHT (EAST) SIDE 5. SCUPPER SPACING FOR I-91 SOUTH BOUND BRIDGE ON LEFT (WEST) SIDE 6. MASSDOT BRIDGE MANUAL-1, SECTION 3.5.8 SCUPPERS 7. MASSDOT BRIDGE MANUAL-2, BRIDGE SCUPPER DETAILS: STANDARD DRAWING 7.3.3 APPENDIX E – MISCELLANIOUS DOCUMENTS 1. STORM WATER REPORT CHECKLIST 2. OPERATION & MAINTENANCE PLAN & LONG TERM STORM WATER POLLUTION PREVENTION PLAN Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 1 of 10 Sensitive 1.0 Introduction 1.1 Project Overview The project consists of replacing the existing I-91 bridges over U.S. Route 5 and Hockanum Road as well as expanding the existing shoulder to be 10 feet for most of the project length. The existing paved area of I-91 will go through a mill and overlay process. U.S. Route 5 will add an additional center turn lane and right turn lane onto I-91 ramps. Besides the new lanes, a bicycle lane will be added to both sides of the road and sidewalk added on the southbound lanes of U.S. Route 5. A new drainage system is designed for U.S. Route 5 as well as modification to the existing drainage system for I-91. The drainage system on I-91 will be modified to include the proposed widened shoulder width. The existing pipes will be used where possible to limit the impact of construction to the site area. I-91 has several slope-drain pipes which will remain in the place. Most of the slope-drain pipes on I-91 will drain to the east infield area into a bioretention pond. U.S. Route 5 will have a new storm sewer system to accommodate the proposed roadway widening. To avoid the potential utility conflicts with a new utility duct, storm sewer laterals crossing U.S. Route 5 have been minimized. A drainage trunk line on U.S. Route 5 has been used only when necessary to maintain the existing flow patterns. In order to meet the stormwater standards of Water Quality, Recharge, Rate Control and 80% TSS removal for the redevelopment project, two bioretention ponds are proposed. The proposed trunk line storm sewer drains the SB lane of U.S. Route 5 into a bioretention pond. Bioretention ponds with pre-treatment of deep sump catch basins or pre-treatment of sediment forebays are provided to meet the infiltration, water quality, rate control and 80% Suspended Solids removal requirements where possible. According to the FEMA Flood Insurance Rate Map (FIRM) Panel-2, City of Northampton, MA (See Exhibit, Appendix A), the project site (except I-91 roadway embankment) is located within Zone-A13 floodplain with 100-year floodplain elevation of 123 feet per NGVD 1929 and 122.4 feet per NGVD 1988 datum which is the project datum. 1.2 Stormwater Design Criteria 1.2.1 MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION The Massachusetts Department of Environmental Protection (MassDEP) provides guidance for design and construction projects on how to mitigate storm water within the Massachusetts Stormwater Standards and Massachusetts Stormwater Handbook. This project meets the standards of a redevelopment project. This determination was made because the project meets the following conditions: • Maintenance and improvement of existing roadways, including widening less than a single lane, adding shoulders, correcting substandard intersections, improving existing drainage systems, and repaving Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 2 of 10 Sensitive / Proprietary Redevelopment projects must improve existing conditions to the maximum extent possible within the site constraints. This can be done a variety of ways through low impact development techniques. Appendix D contains a redevelopment checklist provided by MassDEP that has been used to show improvements made to the site. As a redevelopment project, the project is required to meet the Standards 1 to 6 as listed below to the maximum extent practicable as well as all other requirements of the Stormwater Management Standards and improve existing conditions. • Standard 1 – No New Untreated Discharges • Standard 2 - Peak Rate Attenuation • Standard 3 – Groundwater Recharge • Standard 4 – Water Quality • Standard 5 – Land Uses with Higher Potential Pollutant Loads (LUHPPLs) • Standard 6 – Critical Areas – Wellhead & Wetland Protection Measures • Standard 7 – Redevelopment Subject to the Standards only to maximum extent practicable • Standard 8 – Construction Period Pollution Prevention and Sediment Control Plan • Standard 9 – Operation and Maintenance Plan • Standard 10 – Prohibition of Illicit Discharges This report illustrates compliance with all the above standards, for the new and the existing storm sewer system, as described in the detail below. The Standard language is presented in italics for each Stormwater Standard below; the source is the Massachusetts Stormwater Handbook, Volume 1; revised and updated in February 2008 in accordance with revisions to the Wetlands regulations, 310 CMR 10.00, and the Water Quality Regulations, 314 CMR 9.00, relating to stormwater.) Standard 1 – No New Untreated Discharges Standard 1: No new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. The site area was mapped out for all outfalls. The main project outfall for the site is a culvert under U.S. Route 5 and the B&M Railroad leading to Mill Creek which is a tributary to the Connecticut River. No new outfalls were created with the proposed roadway modifications. Existing outfalls along U.S. Route 5 are maintained with erosion control measures as many were draining directly to the wetland areas and changing the drainage pattern may impacts wetlands. Wetland areas on the site as well as in the vicinity of the site will not be disturbed with the construction of new drainage features or any construction related activities. The new proposed storm sewer outlets are provided with deep catch basin or sediment forebay along with infiltration and rate control. Thus, project meets the applicable Standard 1 of no new untreated discharges. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 3 of 10 Sensitive Standard 2 – Peak Discharge Rates Standard 2: Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. The construction of this project will add approximately 30928 square feet (0.71 acre) of additional impervious area that increases the overall site runoff volume and runoff rate above the existing conditions runoff volume and runoff rate. The design storm return periods of the 2 -year, 10-year and 100-year floods with a 24-hour storm duration are used in evaluating peak discharge rates. The peak flow rates are determined by using NRCS TR-20 with NRCS Type-3 Rainfall distribution. In order to make sure that the post-development peak runoff rates do not exceed the pre-development peak runoff rates, runoff will be stored in the proposed two bioretention ponds. The TR-20 Input/output data are provided in Appendix B. The results are documented in Summary of Analysis in Appendix B. The Summary of Analysis shows that the proposed peak runoff rates will be reduced compared to the existing condition peak runoff rates for the overall project. Thus, the proposed project meets or complies with the Peak Rate Attenuation requirements of Standard 2. Standard 3– Groundwater Recharge Standard 3: Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post-development site shall approximate the annual recharge from pre-development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. The quantity of stormwater recharge (infiltration) that is required for the site was determined in accordance with the Massachusetts Stormwater Handbook Groundwater Recharge calculations. The recharge will occur within the bioretention ponds that are also used for water quality and rate control treatments. The bioretention ponds will have adequate pretreatment of water that will allow for groundwater recharge. The groundwater recharge (infiltration) volume required for the project is 1004 cubic feet. The site has a recharge factor of 0.35 with type B soils. The hydraulic soils group was determined from the NRCS Soils Survey website and documentation is included in Appendix A. According to the summary of stormwater computation, 19,615 cubic feet of infiltration storage is proposed within two proposed bioretention ponds. Groundwater recharge, draw down time, water quality and rate control calculations for the project have been included in the table Computation of Stormwater Storages per Mass. Highway Drainage Design Standards in Appendix A. The sample computation illustrating computation of summary table items are also included in Appendix A. Thus, the proposed project meets or complies with the Groundwater Recharge requirements of Standard 3. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 3 of 10 Sensitive Standard 4 – TSS Removal Standard 4: Stormwater management systems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS). MassDEP requires that the site area be designed to remove 80% of the average annual post- construction load of Total Suspended Solids (TSS). The Massachusetts Stormwater Handbook along with the TSS Removal Calculation Sheet (see Appendix A) is used to report removal rate for each proposed outlet of the project. According to the standards, redevelopment projects and add-a-lane projects may use a weighted average to meet the TSS removal requirement. The treatment used to remove TSS for the site involves biorientation ponds, deep sump catch basins, and sediment forebays. Due to site ROW constraints and a large amount of wetland area adjacent to the site, certain outlets were only able to remove a portion of the TSS with a proposed deep sump catch basin. The portion of the site areas that are draining to the two proposed bioretention ponds are computed to remove 93% of the TSS. The portion of the site that will drain to wetlands with deep sump catch basin will remove 25% of the TSS. The remaining site area located on the east side of the U.S. Route 5 will be draining as sheet flow to the grassed embankment slope to the existing grassed ditch/swale will remove 10% of TSS. Thus, project meets the TSS removal Standard 4 to the maximum extent possible for the existing project area through enhancing TSS by introducing deep sump catch basin and diverting flow to bioretention areas where possible, and fully complying TSS removal for new proposed area through deep sump catch basins and bioretention area. A Long Term Pollution Prevention Plan for the project is included in Appendix E. Standard 5 – Land Uses with Higher Potential Pollutant Load (LUHPPL) Standard 5: For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. According to Standard 5, land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. However, the subject site land uses are not land uses with Higher Potential Pollutant Load, thus standard is not applicable to this site. The Salt Sheds associated with MassDOT’s maintenance depot on Route 5 are outside of the project’s Limit of Disturbance. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 3 of 10 Sensitive Standard 6 – Critical Areas Standard 6: Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A “storm water discharge” as defined in 314 CMR 3.04(2)(a)1 or (b) to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. According to Standard 6, Stormwater discharges to a Zone II or Interim Wellhead Protection Area of a public water supply and stormwater discharges near or any other critical area require the use of the specific source control and pollution prevention measures and the specific stormwater best management practices determined by the Department to be suitable for managing discharges to such area, as provided in the Massachusetts Stormwater Handbook. The proposed site is not located within Zone II or Interim Wellhead Protection Area, and there are no mapped Outstanding Resource Waters in the project area (Source: MassGIS). To meet the standard, impacts to the site’s wetland areas are minimized. The wetlands will be further protected by improving water quality of the runoff to the wetland through implementation of deep sump catch basin, sediment forebay, bioretention ponds and riprap at the existing and proposed outlets. Thus, the project meets Standard 6. Standard 7 – Redevelopment Subject to the Standards only to Maximum Extent practicable Standard 7: A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions According to Standard 7, a redevelopment project is required to meet Standard 2, Standard 3, and the pretreatment and structural stormwater best management practice requirements of Standards 4, 5, and 6 only to the maximum extent practicable. The existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. The subject redevelopment as described in the details meets the requirement of Standard 7 by meeting the standards to the maximum extent practicable. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 3 of 10 Sensitive Standard 8 – Construction Period Pollution Prevention and Sediment Control Plan Standard 8: A plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. According to Standard 8, a plan to control construction-related impacts, including erosion sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan), must be developed and implemented. To comply with standard 8, construction period erosion, sedimentation and pollution prevention plan is developed and included in the project plans. Sedimentation and erosion control measures are depicted on the project construction plans, and the Specifications will require the Contractor to develop an NPDES SWPPP before construction. Standard 9 – Operation and Maintenance Plan Standard 9: A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. A long-term operation and maintenance and pollution prevention plan is provided in Appendix E of the report. It will be implemented to ensure that stormwater management systems function as designed and meet Standard 9. All MassDOT projects are covered under MassDOT standard Operational and Maintenance and Pollution Prevention Plan as submitted and approved under MassDOT MS4 permit. The annual report is available at this link: https://www.mass.gov/files/documents/2019/04/16/dot-hwy_NPDES_annual_rpt_2017- 18.pdf?_ga=2.54156008.1797597181.1574177612-1892217036.1574177612 Standard 10– Prohibition of Illicit Discharges Standard 10: All illicit discharges to the stormwater management system are prohibited. All illicit discharges to the stormwater management system are prohibited under Standard 10. There are not any known or suspected illicit discharges to the stormwater management system at the proposed redevelopment project site. The Long Term Pollution Prevention Plan in Appendix E includes measures to address illicit discharges. Thus, the project complies with the Standard 10. 1.2.2 MASSACHUSETTS DEPARTMENT OF TRANSPORTATION The proposed on-site stormwater infrastructure (catch basins and pipes) were designed to meet the Massachusetts Department of Transportation (MassDOT) criteria as set forth in the Massachusetts Highway Department Project Development & Design Guide revised January 2006. Specific criteria can be found in Section 8 Drainage and Erosion Control. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 4 of 10 Sensitive / Proprietary 2.0 Hydrology 2.1 Existing Condition Within the project limits, the existing I-91 Interstate is a multi-lane, two-way principle arterial that is grade separated from U.S. Route 5 via Bridge N-19-059 and Hockanum road via Bridge N-19-060. U.S Route 5 is a principal arterial highway that runs north-south under I-91 serving as the local connector for I-91. U.S. Route 5 is a one lane road in each direction that connects to I-91 on and off ramps. There are high points located at both bridges on I-91, and stormwater is collected in inlets on either side of the bridge while bypass flows head along the I-91 ramps towards U.S Route 5. The I-91 Ramp C has a low point just before connecting to U.S. Route 5 ensuring that no bypass flows drain to Route 5 pavement. I-91 Ramp B does not have a low point before U.S. Route 5 and bypass flow from I-91 will drain to U.S. Route 5. Runoff collected by the inlets on I-91 are discharged in slope drain pipes. The slope drainpipes drain into the infield areas or wetland areas surrounding I-91. A 24” culvert connects the two infield areas of I-91 flowing from north to south. U.S. Route 5 uses a combination of inlets and roadside swales to capture runoff. The original plans for U.S. Route 5 show curb and gutter along the entire redevelopment stretch, however, the low height curb was placed only on a small portion of U.S. Route 5. Where there is curb, inlets pick up the flow and send it to the infield areas between I-91 and U.S. Route 5. The remaining area without curb, drains as sheet flow to the roadside swales. A 36” culvert runs under Route 5 from west to east, draining the entire infield area to a Mill Creek, a tributary of the Connecticut River. The following other flow patterns are noted. • The ultimate site outfall is the Connecticut River. The site area is in Zone A13 for the 100- year flood with a flood elevation of 122.4 feet. • There is a berm on U.S. Route 5 north of the I-91 interchange that protects the City of Northampton from the 100-year flood. • The site area has several wetland areas where construction activity is limited or restricted. • The existing I-91 bridge over U.S Route 5 (N-19-059) has no scuppers. • Hockanum Road has open drainage and has no inlets or storm sewer. 2.2 Proposed Condition The proposed improvements to I-91 and U.S. Route 5 will occur along the same alignments and will generally maintain the existing profiles. The existing inlets on I-91 will be removed where necessary and new inlets will be placed at the edge of the shoulder. The new inlets will connect to the existing slope drain pipes. A bioretention pond will be placed between I-91 and Ramp B that will handle most of the runoff from I-91. On U.S. Route 5, a new storm sewer system will be placed to handle the additional flow from the added lane. The northbound lanes of U.S. Route 5 will not have curb and Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 5 of 10 Sensitive stormwater will sheet flow over the grassed roadway embankment into the existing grassed drainage ditch. The southbound lanes of U.S. Route 5 will have curb throughout. The portion of the southbound lane that currently drains to wetlands will not be diverted to the bioretention pond. These areas will continue to drain to the wetland area through deep sump catch basins to maintain existing hydrologic conditions. A new trunk line is proposed just south of the I-91 bridge that will drain into the proposed bioretention pond along U.S. Route 5. Both bioretention ponds will drain into a wetland area that carries the water to the existing 36” RCP that outlets the site runoff to the Mill Creek. The drainage on Hockanum Road will not be modified and continue to utilize open road drainage. 2.3 Methodology 2.3.1 RATIONAL METHOD/HYDROLOGIC METHOD MassDOT recommends using the Rational Method as presented in the Hydraulic Engineering Circular 22 (HEC-22) Urban Drainage Design Manual, revised 2013, to estimate pavement drainage and other surface runoff for small areas. Runoff was calculated for the 10-year storm to determine inlet spacing and storm sewer size. Inlet and storm sewer calculations can be found in Appendix C. 2.3.2 TIME OF CONCENTRATION A minimum time of concentration of 5 minutes was assumed for all hydrologic calculations for the small drainage areas to inlets unless otherwise specified. Larger time of concentrations of 10-15 minutes were used for larger areas which includes flow from the pervious (grassed) area. 2.3.3 PRECIPITATION The National Oceanic and Atmospheric Administration (NOAA) Atlas 14 website was used to select project specific precipitation frequency estimates. Documentation of the NOAA 14 values is included in Appendix B. Intensity-duration-frequency values as shown on Exhibit 8-15 of the Mass Highway Manual can be found in Appendix C. 2.3.4 RUNOFF COEFFICIENTS Table 3-1. Runoff coefficients for Rational Formula from HEC-22 were used in the project’s hydrologic calculations. The following runoff values were used: • 0.90 for pavement and impervious areas • 0.35 for pervious areas 2.3.5 NRCS TR-20 METHOD MassDOT recommends using the Natural Resource Conservation Service (NRCS) Method under Technical Release No. 20 (TR-20) & Technical Release No. 55 (TR-55) for the design of detention Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 6 of 10 Sensitive storage facilities and hydrologic analysis. The 2-year, 10-year, and 100-year storms were evaluated using TR-20 and compared with the existing and proposed peak flows. The NRCS TR-20 Method is also used in sizing the bioretention pond for water quality and detention needs. The input/output data of TR-20 analysis to evaluate the increase in the peak flows can be found in Appendix-A. The input/output data of TR-20 analysis to evaluate the effect of the bioretention ponds can be found in Appendix B. 3.0 Hydraulics 3.1 Existing Condition The existing drainage system on I-91 within the project limits consists of several catch basins along the curb line and median ditch inlets. The catch basins discharge in slope drain pipes due to the high embankment height on I-91. The drainage area contributing to the I-91 bridge over U.S. Route 5 and south to Station 70+70.00 drains into the infield areas through catch basins which eventually outfall to a 36” RCP culvert under U.S. Route 5. All the drainage area north of I-91 bridge over U.S. Route 5 to south of Hockanum Road drains into a wetland area/Mill River located on the east side of I-91. I-91 north of Hockanum road drains to ditches along the both sides of I-91. The existing drainage system on U.S. Route 5 within the project limits consists of catch basins and open ditch drainage. The U.S. Route 5 storm drain system was originally designed as closed system with curb and gutter; however, curb was not installed on several areas, thus runoff from these areas drains as sheet flow to the roadside swales/infield areas. Most of the U.S. Route 5 inlets drain to the infield areas on the west side. However, a few inlets on the south end of Route 5 drain into the ditch between Route 5 and the B&M Railroad. U.S. Route 5 runoff ultimately outlets into the 36” RCP culvert (that passes under Route 5 and the B&M Railroad) into Mill Creek. U.S. Route 5 is located within in a Zone A13 floodplain elevation of 122.40 feet as shown on the FEMA map in Appendix A. There is no water quality treatment for the existing site runoff. There are no existing scuppers located on I-91 Bridge over U.S. Route 5. The existing storm system on both I-91 and Route 5 do not meet the current MassDOT standards for inlet spacing. The existing storm drain system will be modified to meet the current standards. Most of the catch basins will be replaced with deep sump catch basins for water quality purposes. However, existing pipes will be utilized, wherever possible to limit the impact of the construction activity on the site. 3.2 Proposed Condition The proposed I-91 storm drain system from station 70+50 to 88+00 consists of proposed deep sump catch basins and storm sewer laterals to connect the existing and the proposed drainage systems. The existing slope drain pipes will remain in place to limit the construction and disturbance of the I-91 embankment slope. The existing catch basins are replaced with deep sump catch basins to provide water quality and will be connected to the existing pipes. The proposed storm sewer is Drainage Report – MassDOT I-91 Bridge Over US Rt-5, B&M RR and Hockanum Road Page 7 of 10 Sensitive / Proprietary provided to connect inlets to the I-91 bioretention pond that will be used to meet the stormwater storage and groundwater recharge volume per MassDEP standards. Most of the I-91 runoff will drain to the proposed I-91 bioretention pond located in the southeast infield area. The bioretention pond will then outlet into a wetland area along U.S. Route 5. All other I-91 outlets (within the station range) will drain to the existing wetland or infield areas where further treatment is not possible due to site constraints. The drainage areas north of station 88+00 (Hockanum Road area) does not include any widening and thus the existing inlets will remain in place. The proposed U.S. Route 5 drain system maintains the existing drainage pattern wherever possible. As previously mentioned, the northbound lane, located on the east side of U. S. Route 5, does not have curb except for a small portion of the road on the north side of the project. The northbound lanes of U.S Route 5 drains into a ditch that goes to the 36” RCP culvert under the B&M Railroad. The southbound lanes on the west side of U.S. Route 5 will have curb and draining through inlets/catch basins. The proposed inlet spacings are analyzed to meet MassDOT allowable spread criteria. A small trunk line sewer is proposed to drain the west side of U.S. Route 5 into a proposed bioretention pond along U.S. Route 5. Since it is not practicable to provide deep sump catch basins for a trunk line, a sediment forebay is proposed upstream of the bioretention pond. All other southbound catch basins will have deep sump catch basins and try to maintain existing drainage patterns and hydrology of the existing wetland areas. Existing catch basins around the ramp tie in points were replaced with deep sump catch basins, connecting to the existing storm sewer where possible. The existing 36” RCP culvert under U.S. Route 5 that drains I-91 and the infield areas will be remained in the place. An additional inlet was added on both the northbound and southbound side of U.S. Route 5 near the northern project limit to limit the bypass flow. The new pipes are modeled in StormCAD. The output results are shown in Appendix C. No new drainage structures or pipes are proposed on Hockanum Road. It is a small road that provides farm access and no changes proposed to the roadway and drainage. 3.2.1 INLETS Inlets are designed for the 10-year storm event or 50-year storm event for underpasses or depressed roadway. The following criteria set in the Massachusetts Highway Storm Water Handbook was followed: ROADWAY: Gutter Spread • Spacing is based on the 10-year storm event. • For interstates and freeways with a speed greater than 45 mph, flooding is limited to the shoulder width. For interstates and freeways with speeds less than 45 mph, flooding is limited to the shoulder width plus 3 feet. • For collector roads with speeds greater than 45 mph, flooding is limited to the shoulder width. Roadways with speeds 45 mph or less, spread is limited to no more than half of a through traffic lane. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 8 of 10 Sensitive • I-91 spread is limited to 10 feet based on new expanded shoulders. U.S. Route 5 spread is limited to 8 feet based on a 5 foot bike/shoulder and 3 feet of spread into the lane. ROADWAY: Inlet Spacing and Location • I-91 inlets were located where the existing storm sewer had been placed and moved to the edge of the new shoulder pavement. Additional inlets are proposed based on inlet spacing calculations. Inlets are only replaced at the location, affected by the proposed widening • I-91 median inlets are proposed to be replaced at certain locations to accommodate the drainage per MOT plans. The remaining existing median inlet locations are not changed in the proposed condition. • U.S. Route 5 was heavily modified as part of this design project and the new inlets are spaced according the Storm Water Handbook spacing criteria based on the proposed modified U.S. Route 5 roadway plans. None of the existing inlets can be used due to the proposed improvements to U.S. Route 5. ROADWAY: Catch Basin Grates • Bicycle safe grates were applied to all catch basins on U.S. Route 5. • Standard grates were used for I-91 catch basins and drop inlets for median inlets. The Rational Method is used computing peak runoff rates for all inlet structures. The FHWA’s Hydraulic Toolbox was used to estimate the inlet spread for this project. Hydraulic Toolbox uses standard HEC-22 equations to calculate inlet spread and flow depth at the curb line. The MassDOT’s standard inlet and bicycle safe grate inlet opening are used in the Hydraulic Tool Box to determine the spread based on the computed peak runoff rates. The allowable spread for I-91 inlets is limited to the shoulder width of 10 feet. The allowable spread for U.S. Route 5 inlet is limited to 8 feet. The summary table documenting the inlet analysis is provided in the Appendix C. BRIDGE DECK: Scupper Design The proposed bridge has been designed with the proposed scuppers based on the MassDOT Bridge Manual Part-1, Section 3.5.8 criteria and the MassDOT Bridge Manual Part-2, Bridge Scupper Detail Drawing 7.3.3 as shown in Appendix-D. HEC-21 Method of Analysis with the 10-year 24-hour design storm is used to compute the scupper spacing. The allowable encroachment width is based on the shoulder width provided on the bridge. The scupper spacing computation sheets are provided in Appendix-D. 3.2.2 PIPES Pipes are designed (for the 10-year storm event) per the following Massachusetts Highway Storm Water Handbook storm sewer criteria. • The minimum size of trunk line pipe is 12 inches; for lateral pipes, it is also 12 inches. Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 9 of 10 Sensitive • Pipe material is reinforced concrete pipe (RCP). • The HGL should not rise to within 2.0 feet of any manhole cover or top of any inlet for the design discharge; in no case, should the HGL rise to within 0.75 foot of the cover. • Pipe length is limited to 300-feet. • All pipes should be designed as a straight line. Where this is not cost effective for larger pipe sizes, bends can be considered. • The minimum pipe velocity was maintained of 3 feet per second when flowing at a depth of approximately 1/3 of the diameter. (All the proposed pipes meet this requirement; however, some existing pipes may not meet this requirement). • The maximum velocity should be 10 feet per second, except for slope drain pipes. • The minimum desirable slope is 0.4%. (The existing storm pipes with a slope under 0.4% were not replaced unless necessary). • The outflow velocity should be low enough to prevent scour and erosion in the natural drainage course. Erosion control should be provided at the outlet consisting of a riprap apron or vegetated swale stabilized with erosion control fabric depending on the outlet velocities. An energy dissipator may be warranted in some cases. • If located within the roadside recovery area, the outlet design should provide a flared end section rather than a headwall so as not to present a hazard to an errant motorist. Bentley StormCAD software is used to analyze and design the project pipes. All proposed pipes meet the criteria listed above. A design summary for the project storm sewers can be found in Appendix C. StormCAD output tables and system profiles can also be found in Appendix C. 3.2.3 WATER QUALITY BASIN I-91 and U.S. Route 5 Bioretention ponds were designed for the project to meet MassDEP requirements for redevelopment projects. The bioretention ponds are designed to route the 2-year, 10-year, and 100-year storms. The I-91 bioretention pond, located in the southwest infield area, will receive the runoff from I-91. All I-91 inlets draining to the bioretention ponds will have deep sump catch basins to provide the pretreatment of the runoff before water is conveyed to the bioretention pond. The bioretention ponds will remove 90% of TSS and retain and infiltrate runoff for groundwater recharge. The I-91 bioretention pond will slope to the north and has an overflow weir that discharges to the wetland area. Proposed pond design will ensure that the wetland area will not see an increase in the volume or flow rate as compared to existing conditions. The bioretention pond will route the runoff of 4.82 acre tributary drainage area and lower the rate of runoff to below the pre-development condition. An overflow weir is proposed to control outlet flows out of the bioretention pond. The U.S. Route 5 bioretention pond, located in the southwest infield area, will receive runoff from a portion of the southbound lane of U.S. Route 5. The U.S. Route 5 drainage area tributary to the Drainage Report – MassDOT I-91 Bridge Over U.S. Rt-5, B&M RR and Hockanum Road Page 10 of 10 Sensitive bioretention pond is limited by utility conflicts and wetland impacts due to alteration of the proposed hydrology. All the catch basins draining to U.S. Route 5 bioretention pond are connected through the proposed trunk line will be pretreated through deep sump catch basins. The, runoff from these deep sump catch basins will be further pre-treated in the proposed sediment forebay prior to overflowing into the bioretention pond. The runoff from the sediment forebay will overtop into the bioretention pond where stormwater will infiltrate before overflowing through a spillway to a wetland area. During the 100-year flood, the bioretention pond will be overtopped due to backwater from Mill Creek. Thus, the proposed bioretention will provide the required stormwater storages, including rate control storage at storm events less than the 100-year. Due to limited ROW, avoiding impacts to the wetland areas by altering the flow pattern, and preserving roadway overflow to grassed areas and grassed swales on the east side of U.S. Route 5, the runoff from these areas will not be fully treated for TSS. All catch basins located within this area contain deep sump catch basins to provide at least 25% removal of TSS. However, the northbound lane of U.S. Route 5, will have no pretreatment. This northbound area will have no curb and drainage will overflow to the grassed ditch between U.S. Route 5 and the B&M Railroad. The proposed stormwater design makes all the reasonable and attainable efforts to the maximum extent practicable to meet the TSS removal standard without affecting environmentally sensitive areas. The bioretention ponds storage volumes were estimated using average end area calculations. Water quality storage and sediment forebay volumes can be found in Appendix A. 4.0 Recommendations & Conclusion The storm drain system for the I-91 over U.S. Route 5, B&M RR and Hockanum Road project meets all the applicable standards for redevelopment projects for MassDOT and MassDEP. It provides a safe corridor for the traveling public as set by the MassDOT criteria. The proposed storm drain system maintains the existing drainage patterns and safely conveys the designed 10-year storm event. Low Impact Development (LID) practices are used to limit the construction area and any potential impacts to wetland areas. The LID practices used include removing curb from the northbound lanes of U.S. Route 5, narrowing roadway embankment to limit the floodplain fill volume, and minimizing construction activities by keeping existing pipes in place wherever possible. The proposed two bioretention ponds will provide the required ground water recharge volumes and reduce the proposed post project runoff rates below the existing runoff rates for the entire project on prorated basis. It will also provide 90% of TSS for the area tributary to the basin. Thus, the proposed development as designed will not negatively impact the existing wetlands downstream nor adjacent or downstream properties. Sensitive / Proprietary Appendix A – Redevelopment Calculations Se n s i t i v e # US R T E 5 a t I - 9 1 I n t e r c h a n g e 1 8 CO M P U T A T I O N O F S T O R M W A T E R S T O R A G E P E R M A S S H I G H W A Y DE S I G N C R I T E R I A CALCULATIONS BY: T.Swartzbaugh NO R T H A M P T O N , M A DATE:7/11/2019 ST O R M W A T E R S T O R A G E C O M P U T A T I O N CHECKED BY: R. Patel DA T E ( R e v ) : 2 4 - N o v - 1 9 DATE:11/24/2019 PR O J E C T D A T A : Da t a f i e l d s a r e h i g h l i g h t e d i n y e l l o w . D o n o t w r i t e in o t h e r f i e l d s a s i t c o n t a i n s c o m p u t a t i o n a l f o r m u l ae / e q u a t i o n s . RA I N F A L L D A T A (B a s e d o n N O A A A t l a s 1 4 p e r N o r t h a m p t o n , M A ) 2-Y R - 2 4 H R . R A I N F A L L = 3.0 8 IN C H E S 10 - Y R - 2 4 H R . R A I N F A L L = 4.9 4 IN C H E S 10 0 - Y R - 2 4 H R . R A I N F A L L = 7.9 0 IN C H E S RE C H A R G E A N D I N F I L T R A T I O N R A T E S , S C S R U N O F F C N F O R HY D R O L O G I C S O I L T Y P E S : Re c h a r g e In f i l t r a t i o n Pe r v i o u s Im p e r v i o u s In c h e s in / h r CN CN SO I L T Y P E - A 0.6 0 2.4 1 39 98 SO I L T Y P E - B 0.3 5 0.5 2 61 98 SO I L T Y P E - C 0.2 5 0.1 7 74 98 SO I L T Y P E - D 0.1 0 0.0 6 80 98 To t a l Dr a i n a g e Ar e a ( A c . ) Pe r v i o u s Ar e a (A c . ) Im p e r v . Ar e a (A c . ) SC S R u n o f f CN Ti m e o f Co n c . ( T c ) (m i n u t e s ) 2- Y r . - 2 4 H r Pe a k f l o w (c f s ) 10 Y r . - 2 4 H r Pe a k f l o w (c f s ) 10 0 Y r . - 24 H r Pe a k f l o w (c f s ) To t a l Dr a i n a g e Ar e a ( A c . ) Pe r v i o u s Ar e a (A c . ) Im p e r v . Ar e a (A c . ) SC S R u n o f f CN Tim e o f Co n c . ( T c ) (m i n u t e s ) 2- Y r . - 2 4 H r Pe a k f l o w (c f s ) 10 Y r . - 2 4 H r Pe a k f l o w (c f s ) 10 0 Y r . - 24 H r Pe a k f l o w (c f s ) To t a l Dr a i n a g e Ar e a ( A c . ) Pe r v i o u s Ar e a (A c . ) Im p e r v . Ar e a (A c . ) 10 0 Y r . - 24 H r Pe a k f l o w (c f s ) 2- Y e a r (c u b i c - f t ) 10 - Y e a r (c u b i c - f t ) 10 0 - Y e a r (c u b i c - f t ) Re q u i r e d St o r a g e (c u b i c - f t ) Max.Storage Depth (ft) ProvidedAverage Area (Sq.ft) Required Average Area (Sq.ft) ProvidedProvided Storage (cubic-ft)Max. Drawdown Time (Hr.)Required Storage (cubic-ft)Provided Storage (cubic-ft)Required Area (sq-ft)Provided Storage (sq-ft)Notes 1 I-9 1 7 5 + 4 0 . 0 0 B 4 . 8 2 2 . 4 1 2 . 4 1 7 9 . 5 1 5 . 0 3.4 8 . 2 1 6 . 5 4.8 2 2 . 2 2 2 . 6 0 8 1 . 0 1 5 . 0 3.8 8 . 7 1 7 . 0 0.0 0 - 0 . 1 9 0 . 1 9 0.5 16 4 4 2 3 3 4 2 9 7 6 241 3 . 0 8 0 6 6 7 0 1 5 5 7 3 5 3 . 8 8 3 4 4 . 8 5 1 5 5 7 3 . 0 0 0 . 0 0 0 . 0 0 D r a i n s to Bioretention area 2 I-9 1 ( S B ) 73 + 5 0 . 0 0 B 0.2 0 0.0 0 0.2 0 98 . 0 5.0 <0 . 5 0 . 7 1 . 1 0.2 0 0.0 0 0.2 0 98 . 0 5.0 <0 . 5 0 . 7 1 . 1 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 0.0 0 0 0 0.00 0.00 0.00 0.00 0.00 Drains to infield area 3 I-9 1 ( S B ) 74 + 7 5 . 0 0 B 0.1 4 0.0 2 0.1 2 92 . 7 5.0 <0 . 5 < 0 . 5 0 . 8 0.1 4 0.0 0 0.1 4 98 . 0 5.0 <0 . 5 < 0 . 5 0 . 8 0.0 0 -0 . 0 2 0.0 2 0.0 27 7 30 3 32 1 25 0.0 0 0 0 0.00 36.30 0.00 0.00 0.00 Drains to infield area 4 I-9 1 ( S B ) 85 + 7 5 . 0 0 B 0.1 4 0.0 2 0.1 2 92 . 7 5.0 <0 . 5 < 0 . 5 0 . 8 0.1 4 0.0 0 0.1 4 98 . 0 5.0 <0 . 5 < 0 . 5 0 . 8 0.0 0 -0 . 0 2 0.0 2 0.0 27 7 30 3 32 1 25 0.0 0 0 0 0.00 36.30 0.00 0.00 0.00 Drains toward Northampton 5 I- 9 1 ( N B ) 85 + 7 5 . 0 0 B 0.1 3 0.0 1 0.1 2 95 . 2 5.0 <0 . 5 < 0 . 5 0 . 8 0.1 3 0.0 0 0.1 3 98 . 0 5.0 <0 . 5 < 0 . 5 0 . 8 0.0 0 -0 . 0 1 0.0 1 0.0 14 4 15 4 16 1 13 0.0 0 0 0 0.00 18.15 0.00 0.00 0.00 Drains directly to wetland 6 I-9 1 88 + 0 0 . 0 0 B 1.0 5 0.5 1 0.5 4 80 . 0 10 . 0 0.8 1 . 8 3 . 5 1.0 5 0.5 1 0.5 4 80 . 0 10 . 0 0.8 1 . 8 3 . 5 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 0.0 0 0 0 0.00 0.00 0.00 0.00 0.00 Drains directly to wetland 7 US R o u t e 5 11 0 + 1 0 . 0 0 B 0.2 7 0.0 7 0.2 0 88 . 4 5.0 <0 . 5 0 . 8 1 . 4 0.2 7 0.0 0 0.2 7 98 . 0 5.0 0.6 1 . 0 1 . 5 0.0 0 -0 . 0 7 0.0 7 0.1 90 7 10 2 9 11 1 9 89 0.0 0 0 0 0.00 127.05 0.00 0.00 0.00 Drains directly to wetland 8 US R o u t e 5 11 2 + 6 6 . 0 0 B 0.7 9 0.2 4 0.5 6 88 . 0 5.0 0.9 1 . 8 3 . 3 0.7 9 0.2 0 0.5 9 88 . 6 5.0 1.0 1 . 9 3 . 4 0.0 0 -0 . 0 4 0.0 3 0.1 14 9 18 6 21 5 38 0.0 0 0 0 0.00 54.45 0.00 0.00 0.00 Drains directly to wetland 9 US R o u t e 5 11 4 + 3 5 . 0 0 B 0.1 8 0.0 3 0.1 5 91 . 8 5.0 <0 . 5 0 . 7 1 . 1 0.1 8 0.0 3 0.1 5 91 . 8 5.0 <0 . 5 0 . 7 1 . 1 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 3.0 0 1500 4042 62.18 0.00 4042.00 0.00 650.00 Drains to infield area 10 US R o u t e 5 11 6 + 2 0 . 0 0 B 0.5 0 0.0 9 0.4 1 91 . 3 5.0 1.0 1 . 8 3 . 0 0.3 4 0.0 5 0.2 9 92 . 6 5.0 0.6 1 . 1 1 . 9 -0 . 1 6 -0 . 0 4 -0 . 1 2 -1 . 1 0 0 0 -152 0.0 0 0 0 0.00 -217.80 0.00 0.00 0.00 Drains directly to wetland 11 US R o u t e 5 12 3 + 2 0 . 0 0 B 0.6 4 0.3 0 0.3 4 80 . 7 5.0 0.7 1 . 6 3 . 2 0.7 0 0.1 0 0.6 0 92 . 7 5.0 1.4 2 . 5 4 . 2 0.0 6 -0 . 2 0 0.2 6 1.0 27 1 1 36 9 9 48 3 4 330 0.0 0 0 0 0.00 471.90 0.00 0.00 0.00 Drains to Bioretention area 12 US R o u t e 5 12 4 + 4 0 . 0 0 B 0.7 4 0.0 1 0.7 3 97 . 5 5.0 1.8 2 . 8 4 . 6 0.9 1 0.0 4 0.8 7 96 . 4 5.0 2.0 3 . 4 5 . 3 0.1 7 0.0 3 0.1 4 0.7 13 2 0 24 3 8 42 4 5 178 0.0 0 0 0 0.00 254.10 0.00 0.00 0.00 Sheet flow to outlet 13 US R o u t e 5 12 8 + 0 0 . 0 0 B 0.1 5 0.0 6 0.0 9 83 . 2 5.0 <0 . 5 0 . 5 1 . 0 0.1 6 0.0 4 0.1 2 88 . 8 5.0 <0 . 5 0 . 6 1 . 1 0.0 1 -0 . 0 2 0.0 3 0.1 30 3 43 3 59 4 38 0.0 0 0 0 0.00 54.45 0.00 0.00 0.00 Drains to ditch 14 US R o u t e 5 12 7 + 2 6 . 0 0 B 0.2 6 0.0 8 0.1 8 86 . 6 5.0 <0 . 5 0 . 8 1 . 4 0.2 0 0.0 3 0.1 7 92 . 5 5.0 <0 . 5 0 . 7 1 . 1 -0 . 0 6 -0 . 0 5 -0 . 0 1 -0 . 3 0 0 0 -13 0.0 0 0 0 0.00 -18.15 0.00 0.00 0.00 Drains directly to wetland 15 US R o u t e 5 12 9 + 2 0 . 0 0 B 0.5 9 0.1 7 0.4 2 87 . 3 5.0 0.9 1 . 8 3 . 2 0.5 8 0.1 6 0.4 2 87 . 8 5.0 1.0 1 . 8 3 . 2 -0 . 0 1 -0 . 0 1 0.0 0 0.0 10 0 0 0 0.0 0 0 0 0.00 0.00 0.00 0.00 0.00 Drains to ditch 16 US R o u t e 5 13 0 + 1 7 . 0 0 B 0.1 2 0.0 2 0.1 0 91 . 8 5.0 <0 . 5 < 0 . 5 0 . 8 0.1 2 0.0 2 0.1 0 91 . 8 5.0 <0 . 5 < 0 . 5 0 . 8 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 0.0 0 0 0 0.00 0.00 0.00 0.00 0.00 Drains to ditch 17 US R o u t e 5 13 0 + 5 3 . 0 0 B 0.1 9 0.0 4 0.1 5 90 . 2 5.0 <0 . 5 0 . 6 1 . 1 0.1 9 0.0 0 0.1 9 98 . 0 5.0 <0 . 5 0 . 7 1 . 1 0.0 0 -0 . 0 4 0.0 4 0.0 53 2 59 5 64 0 51 0.0 0 0 0 0.00 72.60 0.00 0.00 0.00 Drains to ditch 18 US R o u t e 5 12 0 + 8 2 . 0 0 B 0.2 5 0.0 4 0.2 1 92 . 1 5.0 0.5 0 . 9 1 . 5 0.2 4 0.0 0 0.2 4 98 . 0 5.0 0.6 1 . 0 1 . 5 -0 . 0 1 -0 . 0 4 0.0 3 0.0 44 5 43 2 36 3 38 0.0 0 0 0 0.00 54.45 0.00 0.00 0.00 Drains directly to wetland TO T A L 11 . 1 6 4.1 2 7. 0 5 11 . 1 6 3.4 0 7.7 6 0.0 0 -0 . 7 2 0.7 1 87 1 8 11 9 0 5 15 7 8 7 902 19615 1288.65 19615.00 0.00 650.00 NO T E S 1 CO M P U T E S C S C N F O R T H E E X I S T I N G & P R O P O S E D C O N D I T I O NS P E R A T T A C H E D S H E E T 2 PE A K F L O W S F O R 2 , 1 0 , & 1 0 0 - Y R - 2 4 H R S T O R M F O R T H E E XIS T I N G & P R P O S E D C O N D I T I O N A R E P E R S C S T R - 2 0 A N A L Y SIS ( I N C L U D E D ) 3 MIN I M U M A L L O W A B L E I N F I L T R A T I O N R A T E = 0 . 1 7 I N / H R ( T yp e - C , S a n d y C l a y L o a m ) 4 MA X I M U M D R A W D O W N T I M E F O R B I O R E T E N T I O N B A S I N = 7 2 HR S . ( C o n s i d e r i n g M a x i m u m d e p t h a t o v e r f l o w e l e v a t i o n in c o m p u t i n g d r a w d o w n t i m e ) 5 DE P T H O F S E A S O N A L W A T E R T A B L E S H O U L D B E 2 - 4 F E E T B E LO W B O T T O M O F T H E I N F I L T R A T I O N B A S I N 6 SE D I M E N T A T I O N B A S I N I S D E S I G N E D T O C A P T U R E 0 . 5 0 I N C H O F R U N O F F F R O M T H E E N T I R E D R A I N A G E A R E A 7 MIN I M U M O U T L E T S E D I M E N T T R A P A R E A I S 1 0 0 S Q - F T P E R AC R E O F I M P E R V I O U S A R E A W I T H M I N I M U M 2 F E E T D E P T H 8 WA T E R Q U A L I T Y S T O R A G E I S B A S E D O N 0 . 5 0 " O F R U N O F F F RO M I M P E R V I O U S A R E A W I T H I N D R A I N A G E A R E A 9 MIN I M U M I N F I L T R A T I O N R A T E S P E R R A W L S T A B L E 2 . 3 . 3 I S U S E D P E R E A C H H Y D R O L O G I C S O I L G R O U P 10 IN F I L T R A T I O N B A S I N S H O U L D N O T B E D E S I G N E D F O R H Y D R O LO G I C S O I L G R O U P D A S I N F I L T R A T I O N R A T E I S L O W E R T H AN 0 . 1 7 I N / H R . 11 10 0 - Y R . R A T E C O N T R O L W I L L O N L Y B E R E Q U I R E D I F I N C R E A SE D F L O W H A S P O T E N T I A L F O R D A M A G E D O W N S T R E A M 12 RA T E C O N T R O L V O L U M E I S B A S E D O N I N C R E A S E I N R U N O F F VO L U M E P E R S C S T R - 5 5 M E T H O D 13 IF I N F I L T R A T I O N T R E N C H F I L L E D W I T H S T O N E , I N F I L T R A T IO N V O L U M E S H O U L D B E C O M P U T E D A S " I N F I L T R A T I O N V O L UM E / P O R O S I T Y R A T I O ( A S S U M E D 0 . 3 5 T O 0 . 4 5 ) 14 RA T E C O N T R O L V O L U M E I N C L U E S W A T E R Q U A L I T Y S T O R A G E S . 15 RE D E V E L O P M E N T P R O J E C T S H O U L D P R O V I D E T H E S T O R M W A T E R S T O R A G E F O R A D D I T I O N A L P R O P O S E D I M P E R V I O U S A R E A A T M I N I M U M O R M O R E . 16 TO T A L B I O - R E T E N T I O N S T O R A G E O F 1 9 6 1 5 C F I S M U C H H I G HE R T H A N R E Q . R A T E C O N T R O L S T O R A G E O F 1 1 9 0 5 C F , R E Q . W A T E R Q U A L I T Y S T O R A G E O F 1 2 8 9 C F A N D R E Q . I N F I L T R AT I O N S T O R A G E O F 9 0 2 C F . SEDIMENT FOREBAY Dr a i n a g e Ar e a I D Na m e & S i d e o f Ro a d w a y INFILTRATION STORAGE Sta t i o n i n g RE Q . R A T E C O N T R O L S T O R A G E Hy d r o l o g i c So i l G r o u p (T y p e ) EX I S T I N G C O N D I T I O N PR O P O S E D C O N D I T I O N PR O P O S E D I N C R / D E C R WATER QUALITY STORAGE MassDOT I-91 Over U.S. Route 5, B&M RR and Hockanum Road CALCULATIONS BY: Northampton, MA DATE: GROUNDWATER RECHARGE AND WATER QUALITY VOLUME CALCULATIONS CHECKED BY: DATE: CALCULATION GROUNDWATER RECHARGE & WATER QUALITY VOLUME Standard 3:Recharge to Ground waterSection 3.3.2 GROUNDWATER RECHARGE (As computed in summary Table) Equation (1)Rev=(F * I)/12 * 43,560 Cubic-Feet Rev=902.06 groundwater recharge volume (cu-ft)A sand 0.6-inch F=0.35 recharge factor, Table 2.3.2 B loam 0.35-inch I=0.71 impervious area (acres)-Project Total C silty loam 0.25-inch D clay 0.1-inch Table 2.3.2: Recharge Target Depth by Hydrologic Soil Group DRAW DOWN TIME (AS computed in summary table) Draw Down Time for I-91 Bio Retention Basin = Total Infiltration Vol. (Cu. Ft)/((Average Area of Basin) x (Infiltration Rate)/12)) =15573/((6670) x(0.52/12)) =53.88 hrs. < 72 hrs. Draw Down Time for Rt-5 Bio Retention Basin = Total Infiltration Vol. (Cu. Ft)/((Average Area of Basin) x (Infiltration Rate)/12)) =4042/((1500) X(0.52/12)) =62.18 hrs. < 72 hrs. Average Bottom Area = (Area @HWL + Area at bottom)/2 Infiltration Rate of Type B soil is from 0.52 in/hr to 1.02 in/hr. 0.52 in/hr is conservatively used. Maximum Time based on Max Depth of Basin = 3 x 12 /0.52 = 69.2 hrs < 72 hrs. as Max. depth at spillway elevation is 3 feet for both basin. Standard 4 WATER QUALITY VOLUME (As computed in summary table) WATER QUALITY VOLUME Equation (3)VWQ= (DWQ/12 inches/foot)* (AIMP * 43,560 square feet/acre) VWQ= 1288.65 water quality volume (cu-ft) AIMP= 0.71 impervious area (acres) - Project Total Dwq=0.5 Not in Zone II or not receiving runoff from LUHPPL or infiltration Rate is less than 2.4 in/hr. NOTE: This computation is provided as sample computation for the Recharge, Draw Down Time and Water Quality computation of the summary table. NRCS HYDROLOGIC SOIL TYPE APPROX. SOIL TEXTURE TARGET DEPTH FACTOR (F) Parsons T.Swartzbaugh 5/29/2019 R. Patel 6/27/2019 US RTE 5 at I-91 Interchange 18 NORTHAMPTON, MA WATER QUALITY-TSS Removal DATE(Rev):9-Dec-19 COMPUTATION FOR COMPOSITE TSS REMOVAL FOR THE SITE Drainage Drainage TSS %Drainage Area X Area ID Area (ac.)Removal TSS % Removal 1 4.82 93 448.26 2 0.20 25 5.00 3 0.14 25 3.50 4 0.14 25 3.50 5 0.13 25 3.25 6 1.05 25 26.25 7 0.27 25 6.75 8 0.79 25 19.75 9 0.18 25 4.50 10 0.34 25 8.50 11 0.70 93 65.10 12 0.91 10 9.10 13 0.16 25 4.00 14 0.20 25 5.00 15 0.58 10 5.80 16 0.12 25 3.00 17 0.19 25 4.75 18 0.24 25 6.00 Total 11.16 632.01 Composite TSS Removal for Site in %=56.63 Thus, Site Meet the TSS Removal Standard by providing > 80% removal for the both bio-retention basins and providing maximum extent possible TSS removal by providing deep sump catch basins wherever possible/practicable. NOTE: 1. See Proposed Drainage Area Map in the Stormwater Report for the location of the proposed drainage areas. 2. Exhibit for the Proposed Drainage Area is located after the TSS removal computations. V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 Bi o r e t e n t i o n A r e a 0 . 9 0 0. 7 5 0 . 6 8 0 . 0 8 0. 0 0 0. 0 8 0 . 0 0 0 . 0 8 0. 0 0 0. 0 8 0 . 0 0 0 . 0 8 0. 0 0 0. 0 8 0 . 0 0 0 . 0 8 To t a l T S S R e m o v a l = 93 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 o v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t Dr a i n a g e A r e a - 1 : A l l 3 - O u t l e t s t o I - 9 1 B i o R e t e n t io n No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 o v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 2 : E x i s t i n g O u t l e t w i t h s t r u c t u r e 9 . T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 3 : E x i s t i n g O u t l e t t o S t r u c t u r e 9 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a - 4 : E x . O u t l e t t o S t r u c t u r e - 3 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 5 : E x i s t i n g O u t l e t t o S t r u c t u r e - 1 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 6 : E x i s t i n g O u t l e t n e a r S r u c t u r e - 2 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P D r a i n a g e A r e a - 7 : F E S - 1 w i t h S t r u c t u r e 1 3 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 11 / 5 / 2 0 1 8 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a - 8 : O u t f a l l F E S - 2 & F E S - 3 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 9 : F E S - 4 - R a m p C o f f r a m p T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 2 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 0 - F E S - 4 & F E S - 5 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) Se d i m e n t F o r e b a y 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 Bi o r e t e n t i o n A r e a 0 . 9 0 0. 7 5 0 . 6 8 0 . 0 8 0. 0 0 0. 0 8 0 . 0 0 0 . 0 8 0. 0 0 0. 0 8 0 . 0 0 0 . 0 8 0. 0 0 0. 0 8 0 . 0 0 0 . 0 8 To t a l T S S R e m o v a l = 93 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 11 / 5 / 2 0 1 8 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a - 1 1 : F E S - 7 - U S - 5 B i o R e t e n t i o n P o n d T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) Ve g e t a t e d F i l t e r S t r i p > 2 5 fe e t 0 . 1 0 1. 0 0 0 . 1 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 To t a l T S S R e m o v a l = 10 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 2 : S h e e t f l o w o n G r a s s A r e a T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 3 : E x . O u t l e t s a t S t r u c t u r e 3 2 & 3 4 . T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 4 : O u t l e t F E S - 8 , R a m p B o n r a m p T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) Ve g e t a t e d F i l t e r S t r i p > 2 5 fe e t 0 . 1 0 1. 0 0 0 . 1 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 0. 0 0 0. 9 0 0 . 0 0 0 . 9 0 To t a l T S S R e m o v a l = 10 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 5 : S h e e t F l o w o n G r a s s A r e a T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 6 : O u t l e t F E S - 9 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 7 : F E S - 9 , R t 5 S t a . 1 3 0 + 5 0 t o 1 3 2 + 9 0 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n V IN S T R U C T I O N S : Ve r s i o n 1 , A u t o m a t e d : M a r . 4 , 2 0 0 8 1. I n B M P C o l u m n , c l i c k o n B l u e C e l l t o A c t i v a t e D r op D o w n M e n u 2. S e l e c t B M P f r o m D r o p D o w n M e n u 3. A f t e r B M P i s s e l e c t e d , T S S R e m o v a l a n d o t h e r C o l um n s a r e a u t o m a t i c a l l y c o m p l e t e d . Lo c a t i o n : B C D E F TS S R e m o v a l St a r t i n g T S S Am o u n t Remaining BM P 1 Ra t e 1 Lo a d * R e m o v e d ( C * D ) L o a d ( D - E ) De e p S u m p a n d H o o d e d Ca t c h B a s i n 0 . 2 5 1. 0 0 0 . 2 5 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 0. 0 0 0. 7 5 0 . 0 0 0 . 7 5 To t a l T S S R e m o v a l = 25 % Separate Form Needs to be Completed for Each Outlet or BMP Train Pr o j e c t : I- 9 1 O v e r U S R o u t e 5 Pr e p a r e d B y : Pa r s o n s *E q u a l s r e m a i n i n g l o a d f r o m p r e v i o u s B M P ( E ) Da t e : 7/ 1 6 / 2 0 1 9 wh i c h e n t e r s t h e B M P Dr a i n a g e A r e a 1 8 : F E S - 6 , R t . 5 S t a . 1 1 6 t o 1 2 0 T S S R e m o v a l C a l c u l a t i o n W o r k s h e e t No n - a u t o m a t e d T S S C a l c u l a t i o n S h e e t mu s t b e u s e d i f P r o p r i e t a r y B M P P r o p o s e d 1. F r o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n TS S R e m o v a l C a l c u l a t i o n S h e e t I n s t r u c t i o n s Ei t h e r a c o m p l e t e d a u t o m a t e d f o r m o r n o n - a u t o m a t e d fo r m m u s t b e s u b m i t t e d a s p a r t o f t h e S t o r m w a t e r R e po r t a c c o m p a n y i n g t h e W e t l a n d s N O I Au t o m a t e d V e r s i o n I n s t r u c t i o n s Th e a u t o m a t e d v e r s i o n m a y b e u s e d E X C E P T w h e n a P r o pr i e t a r y B M P i s p r o p o s e d . T h i s i s b e c a u s e P r o p r i e t ar y B M P s h a v e v a r i a b l e r e m o v a l r a t e s . Th e o n l y e x c e p t i o n s a r e f o r P r o p r i e t a r y B M P s r e v i e w ed t h r o u g h t h e T A R P T i e r I I F i e l d P r o t o c o l f o r w h i c h M a s s D E P h a s g r a n t e d w r i t t e n r e c i p r o c i t y . BM P s m u s t b e d e s i g n e d i n a c c o r d a n c e w i t h t h e D e s i g n S p e c i f i c a t i o n s c o n t a i n e d i n M a s s . S t o r m w a t e r H a n d b oo k V o l u m e I I t o r e c e i v e t h e T S S R e m o v a l R a t i n g . Se p a r a t e E x c e l s p r e a d s h e e t s m u s t b e c o m p l e t e d f o r e ac h s t o r m w a t e r o u t l e t o r B M P t r a i n . E. g . i f t h e r e a r e t w o s e p a r a t e B M P t r a i n s d i s c h a r g i ng t o t w o s e p a r a t e s t o r m w a t e r o u t l e t s , t w o s e p a r a t e s h e e t s m u s t b e s u b m i t t e d . Se p a r a t e s h e e t s m u s t b e s u b m i t t e d f o r P r e t r e a t m e n t (e . g . f o r 4 4 % T S S r e m o v a l p r i o r t o r e c h a r g e ) a n d T r ea t m e n t ( e . g . 8 0 % T S S r e m o v a l f o r n e w d e v e l o p m e n t ) . To u s e a u t o m a t e d s h e e t : Cl i c k o n W o r k s h e e t T a b l a b e l e d A u t o m a t e d S h e e t Cl i c k o n C e l l B 1 1 ( S h a d e d B l u e ) Ca r r o t A p p e a r s i n l o w e r r i g h t s i d e o f C e l l B 1 1 Cl i c k o n C a r r o t Dr o p D o w n M e n u o f B M P s w i l l o p e n . T h e B M P s a r e t h o se l i s t e d i n V o l u m e I . N o p r o p r i e t a r y B M P s a r e l i s t ed i n D r o p D o w n M e n u . BM P s a r e l i s t e d a l p h a b e t i c a l l y Se l e c t O n e B M P p e r b l o c k . S t a r t w i t h m o s t u p g r a d i e n t p r a c t i c e s . Af t e r B M P i s s e l e c t e d i n C e l l B 1 1 , C e l l C 1 1 w i l l a u to m a t i c a l l y b e p o p u l a t e d w i t h t h e D E P a s s i g n e d T S S Re m o v a l R a t e . If t h e r e a r e m u l t i p l e B M P s , g o t o C e l l B 1 2 , s e l e c t BM P , a n d s o o n ( i . e . s e l e c t B M P s i n C e l l B 1 3 , B 1 4 , an d B 1 5 ) . Fi n a l r e s u l t i s r e t u r n e d i n C e l l E 1 6 Al l c e l l s a r e l o c k e d e x c e p t f o r C o l u m n B ( t o s e l e c t B M P s ) a n d L o c a t i o n , P r o j e c t , P r e p a r e d B y , a n d D a t e b l o c k s . Co m p l e t e L o c a t i o n , P r o j e c t , P r e p a r e d b y , a n d D a t e B lo c k s . No n - a u t o m a t e d S h e e t Th e n o n - a u t o m a t e d v e r s i o n m u s t b e c o m p l e t e d i f a n y Pr o p r i e t a r y B M P s o r t r a d i t i o n a l n o n - l i s t e d B M P s a r e p r o p o s e d . Th e n o n - a u t o m a t e d v e r s i o n i s l o c k e d t o p r e v e n t i t f ro m b e i n g m a n i p u l a t e d . Th e n o n - a u t o m a t e d v e r s i o n m u s t b e p r i n t e d a n d c o m p l et e d b y h a n d o r t y p e w r i t e r . Wr i t e n a m e o f B M P i n C o l u m n B . Wr i t e a n n u a l T S S r e m o v a l r a t e i n C o l u m n C ( w r i t t e n do c u m e n t a t i o n m u s t b e s u b m i t t e d t o i s s u i n g a u t h o r i t y s u b s t a n t i a t i n g T S S r e m o v a l c l a i m ) Mu l t i p l y C o l u m n C b y S t a r t i n g L o a d i n C o l u m n D a n d en t e r R e s u l t i n C o l u m n E ( e . g . D e e p S u m p C B 0 . 2 5 x 1 = 0 . 2 5 , E n t e r 0 . 2 5 i n C o l u m n E ) . Su b t r a c t C o l u m n E f r o m D , E n t e r R e s u l t i n C o l u m n F (e . g . 1 . 0 0 - 0 . 2 5 = 0 . 7 5 , E n t e r 0 . 7 5 i n C o l u m n F ) . En t e r n e w B M P i n C o l u m n B , n e x t r o w d o w n . E n t e r T S S R e m o v a l R a t e i n t h a t s a m e r o w . In C o l u m n D , e n t e r S t a r t i n g L o a d f r o m p r i o r R o w ( e . g. 0 . 7 5 ) . Mu l t i p l y C o l u m n C T S S R e m o v a l R a t e b y n e w s t a r t i n g lo a d , a n d e n t e r r e s u l t i n t o C o l u m n E , a n d s o o n . Ad d u p a l l t h e v a l u e s l i s t e d i n C o l u m n E . En t e r f i n a l r e s u l t i n C e l l E 1 6 , b l o c k t h a t i s l a b e l ed T o t a l T S S R e m o v a l . Co m p l e t e L o c a t i o n , P r o j e c t , P r e p a r e d b y , a n d D a t e B lo c k s . 21 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n Do c u m e n t a t i o n VE R S I O N 1 , M a r c h 4 , 2 0 0 8 Au t o m a t e d S h e e t Dr o p D o w n M e n u i n C o l u m n B c r e a t e d u s i n g " D a t a V a l i da t i o n " Co l u m n C p o p u l a t e d u s i n g d a t a a r r a y f r o m h i d d e n t a b le u s i n g " V e r t i c a l L o o k u p " Co l u m n D v a l u e s f r o m C o l u m n F Co l u m n E v a l u e s p r o d u c r s o f C o l u m n C x C o l u m n D v a l ue s Co l u m n F v a l u e s C o l u m n D - C o l u m n E 22 Ma s s . D e p t . o f E n v i r o n m e n t a l P r o t e c t i o n Fr o m M a s s D E P S t o r m w a t e r H a n d b o o k V o l . 1 Be s t M a n a g e m e n t P r a c t i c e ( B M P ) T S S R e m o v a l E f f i c i e n c y St r e e t S w e e p i n g 0- 1 0 % , S e e V o l u m e 2 , C h a p t e r 1 . De e p S u m p C a t c h B a s i n s 25 % o n l y i f u s e d f o r p r e t r e a t m e n t a n d o n l y i f o f f - l in e Oi l G r i t S e p a r a t o r 25 % o n l y i f u s e d f o r p r e t r e a t m e n t a n d o n l y i f o f f - l in e Pr o p r i e t a r y S e p a r a t o r s Va r i e s – s e e V o l u m e 2 , C h a p t e r 4 . Se d i m e n t F o r e b a y s 25 % i f u s e d f o r p r e t r e a t m e n t Ve g e t a t e d f i l t e r s t r i p s 10 % i f a t l e a s t 2 5 f e e t w i d e , 4 5 % i f a t l e a s t 5 0 f e et w i d e Bi o r e t e n t i o n A r e a s i n c l u d i n g r a i n ga r d e n s 90 % p r o v i d e d i t i s c o m b i n e d w i t h a d e q u a t e pr e t r e a t m e n t Co n s t r u c t e d S t o r m w a t e r W e t l a n d s 80 % p r o v i d e d i t i s c o m b i n e d w i t h a s e d i m e n t f o r e b a y Ex t e n d e d D r y D e t e n t i o n B a s i n s 50 % p r o v i d e d i t i s c o m b i n e d w i t h a s e d i m e n t f o r e b a y Gr a v e l W e t l a n d s 80 % p r o v i d e d i t i s c o m b i n e d w i t h a s e d i m e n t f o r e b a y Pr o p r i e t a r y M e d i a F i l t e r s Va r i e s – s e e V o l u m e 2 , C h a p t e r 4 Sa n d / O r g a n i c F i l t e r s 80 % p r o v i d e d i t i s c o m b i n e d w i t h s e d i m e n t f o r e b a y Tr e e b o x f i l t e r 80 % p r o v i d e d i t i s c o m b i n e d w i t h a d e q u a t e pr e t r e a t m e n t We t B a s i n s 80 % p r o v i d e d i t i s c o m b i n e d w i t h s e d i m e n t f o r e b a y Dr a i n a g e C h a n n e l s Fo r c o n v e y a n c e o n l y . N o T S S R e m o v a l c r e d i t . Gr a s s C h a n n e l s ( f o r m e r l y b i o f i l t e r sw a l e s ) 50 % i f c o m b i n e d w i t h s e d i m e n t f o r e b a y o r e q u i v a l e n t Wa t e r Q u a l i t y S w a l e – we t & d r y Dr y W e l l s 80 % f o r r u n o f f f r o m n o n - m e t a l r o o f s ; m a y a l s o b e u s ed fo r r u n o f f f r o m m e t a l r o o f s b u t o n l y i f m e t a l r o o f is n o t lo c a t e d w i t h i n a Z o n e I I , o r I W P A o r a t a n i n d u s t r i al s i t e In f i l t r a t i o n B a s i n s & I n f i l t r a t i o n Tr e n c h e s 80 % p r o v i d e d i t i s c o m b i n e d w i t h a d e q u a t e pr e t r e a t m e n t ( s e d i m e n t f o r e b a y o r v e g e t a t e d f i l t e r st r i p , gr a s s c h a n n e l , w a t e r q u a l i t y s w a l e ) p r i o r t o i n f i l t ra t i o n Le a c h i n g C a t c h B a s i n s 80 % p r o v i d e d a d e e p s u m p c a t c h b a s i n i s u s e d f o r pr e t r e a t m e n t Su b s u r f a c e S t r u c t u r e 80 % p r o v i d e d t h e y a r e c o m b i n e d w i t h o n e o r m o r e pr e t r e a t m e n t B M P s p r i o r t o i n f i l t r a t i o n . Dr y D e t e n t i o n B a s i n s Fo r p e a k r a t e a t t e n u a t i o n o n l y . N o T S S R e m o v a l c r e d it . Gr e e n R o o f s Se e V o l u m e 2 . C h a p t e r 2 . M a y r e d u c e r e q u i r e d w a t e r qu a l i t y v o l u m e . N o T S S R e m o v a l C r e d i t . Po r o u s P a v e m e n t 80 % if d e s i g n e d t o p r e v e n t r u n o n a n d w i t h a d e q u a t e st o r a g e c a p a c i t y . L i m i t e d t o u s e s i d e n t i f i e d i n V o lu m e 2 , Ch a p t e r 2 . Ra i n B a r r e l s a n d C i s t e r n s Ma y r e d u c e r e q u i r e d w a t e r q u a l i t y v o l u m e . N o T S S Re m o v a l C r e d i t . Co n v e y a n c e 70 % p r o v i d e d i t i s c o m b i n e d w i t h s e d i m e n t f o r e b a y o r eq u i v a l e n t In f i l t r a t i o n B M P s Ot h e r B M P s TS S R e m o v a l E f f i c i e n c i e s f o r B e s t M a n a g e m e n t P r a c t i ce s No n - S t r u c t u r a l P r e t r e a t m e n t B M P s St r u c t u r a l P r e t r e a t m e n t B M P s Tr e a t m e n t B M P s OT FED. AID PROJ. NO.NO. SHEET SHEETS TOTAL & HOCKANUM ROAD I-91 OVER US ROUTE 5, B&M RR NORTHAMPTON STATE MA PROJECT FILE NO. - 606552 SCALE: 1" = 200' 0 400200 N 100 I-91 CL ROUTE 5 CL 11 E X D R A I N A R E A E X H I B I T .D G N 83 92 93 94 95 219220221222223 9190898887868584 5051525354555657585960 61 62 63 64 65 66 67 68 69 70 71 7273 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 I-91 OVER U.S. ROUTE-5: EXISTING DRAINAGE AREAS I-91I-91 US ROUTE 5 US ROUTE 5 Tc = 15.0 MIN CN = 79.5 AREA = 4.82 Ac DRAINGE AREA 1 Tc = 5.0 MIN CN = 98.0 AREA = 0.20 Ac DRAINAGE AREA 2 Tc = 5.0 MIN CN = 92.7 AREA = 0.14 Ac DRAINAGE AREA 3 Tc = 5.0 MIN CN = 92.7 AREA = 0.14 Ac DRAINAGE AREA 4 Tc = 5.0 MIN CN = 95.2 AREA = 0.13 Ac DRAINAGE AREA 5 Tc = 5.0 MIN CN = 88.4 AREA = 0.27 Ac DRAINAGE AREA 7 Tc 5.0 MIN CN = 91.8 AREA = 0.18 Ac DRAINAGE AREA 9 Tc = 5.0 MIN CN = 83.2 AREA = 0.15 Ac DRAINAGE AREA 13 Tc = 5.0 MIN CN = 86.6 AREA = 0.26 Ac DRAINAGE AREA 14 Tc = 5.0 MIN CN = 91.8 AREA = 0.12 Ac DRAINAGE AREA 16 Tc = 5.0 MIN CN = 87.3 AREA = 0.59 Ac DRAINAGE AREA 15 Tc = 5.0 MIN CN = 90.2 AREA = 0.19 Ac DRAINAGE AREA 17 Tc = 10.0 MIN CN = 80.0 AREA = 1.05 Ac DRAINAGE AREA 6 WETLAND 6A WETLAND 6B WETLAND 6C WETLAND 7 WETLAND 2D WETLAND 2B WETLAND 1 WETLAND 2C WETLAND 2A WETLAND N2A Tc = 5.0 MIN CN = 91.3 AREA = 0.50 Ac DRAINAGE AREA 10 Tc 5.0 MIN CN = 92.1 AREA = 0.25 Ac DRAINAGE AREA 18 Tc = 5 MIN CN = 97.5 AREA = 0.74 Ac DRAINAGE AREA 12 Tc = 5.0 MIN CN = 80.7 AREA = 0.64 Ac DRAINAGE AREA 11 Tc = 10.0 MIN CN = 86.9 AREA = 0.79 Ac DRAINAGE AREA 8 110 110 110 110 110110 111 113 113 113 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 1 15 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 124 124 125 125 125 125 125 125 125 125 125 125 130 130130 130 130130 130 135135 135 140140 140 145 145 OT FED. AID PROJ. NO.NO. SHEET SHEETS TOTAL & HOCKANUM ROAD I-91 OVER US ROUTE 5, B&M RR NORTHAMPTON STATE MA PROJECT FILE NO. - 606552 8 :5 7 A M 2 1 -M a y -2 0 1 3 P l o t t e d o n SCALE: 1" = 200' 0 400200 N 100 I-91 CL 11 P R D R A I N A R E A E X H I B I T .D G N 83 92 93 94 95 219220221 919089888786858464656667686970717273747576777879808182 I-91 OVER U.S. ROUTE -5: PROPOSED DRAINAGE AREAS 109110111112113114115 116 117 118 119 120 121 122 123124125126127128129130131132133134 US ROUTE 5 CL I-91I-91 US ROUTE 5 US ROUTE 5 Tc = 15.0 MIN CN = 81.0 AREA = 4.82 Ac DRAINAGE AREA 1 Tc = 5.0 MIN CN = 98.0 AREA = 0.20 Ac DRAINAGE AREA 2 Tc = 5.0 MIN CN = 98.0 PROP AREA = 0.14 Ac DRAINAGE AREA 3 Tc = 5.0 MIN CN = 98.0 AREA = 0.14 Ac DRAINAGE AREA 4 Tc = 5.0 MIN CN = 98.0 AREA = 0.13 Ac DRAINAGE AREA 5 Tc = 10.0 MIN CN = 80.0 AREA = 1.05 Ac DRAINAGE AREA 6 Tc = 5.0 MIN CN = 98.0 AREA = 0.27 Ac DRAINAGE AREA 7Tc = 5.0 MIN CN = 91.8 AREA = 0.18 Ac DRAINAGE AREA 9 Tc = 5.0 MIN CN 88.8 AREA = 0.16 Ac DRAINAGE AREA 13 Tc = 5.0 MIN CN = 92.5 AREA = 0.20 Ac DRAINAGE AREA 14 Tc = 5.0 MIN CN = 91.8 AREA = 0.12 Ac DRAINAGE AREA 16 Tc = 5.0 MIN CN = 87.8 AREA = 0.58 Ac DRAINAGE AREA 15 Tc = 5.0 MIN CN = 98.0 AREA = 0.19 Ac DRAINAGE AREA 17 WETLAND 7 WETLAND 1 WETLAND 2C WETLAND 2D WETLAND 2B WETLAND 2A WETLAND N2A WETLAND 6C WETLAND 6A WETLAND 6B Tc = 5.0 MIN CN = 92.6 AREA = 0.34 Ac DRAINAGE AREA 10 Tc = 5.0 MIN CN = 98.0 AREA = 0.24 Ac DRAINAGE AREA 18 Tc = 5.0 MIN CN = 96.4 AREA = 0.91 Ac DRAINAGE AREA 12 Tc = 5.0 MIN CN = 92.7 AREA = 0.70 Ac DRAINAGE AREA 11 I-91 BIORETENTION ROUTE 5 BIORETENTION Tc = 10.0 MIN CN = 88.8 AREA = 0.79 Ac DRAIANGE AREA 8 N2°01'17"E 220.37' N65°35'32"E246.00' N9°13'09"W221.50' N10°29'30"W MAG STAKE AND NAIL PKPKPK 110 110 110 110 110110 111 113 113 113 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 1 15 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 124 124 125 125 125 125 125 125 125 125 125 125 130 130130 130 130130 130 135135 135 140140 140 145 145 Sensitive / Proprietary Ex. & Pr. Condition TR-20 Input/Output Data NHAMPTON.OUT 1 *****************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 NHAMPTON.DAT SUMMARY NOPLOTS TITLE US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 TITLE DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr. 6 RUNOFF 1 001 1 0.0075 79.50 0.17 1 1 1 1 1 1 EX1 6 RUNOFF 1 002 2 0.0003 98.00 0.08 1 1 1 1 1 1 EX2 6 RUNOFF 1 003 3 0.0002 92.70 0.08 1 1 1 1 1 1 EX-3 6 RUNOFF 1 004 4 0.0002 92.70 0.08 1 1 1 1 1 1 EX-4 6 RUNOFF 1 005 5 0.0002 95.20 0.08 1 1 1 1 1 1 EX-5 6 RUNOFF 1 006 1 0.0016 80.00 0.17 1 1 1 1 1 1 EX-6 6 RUNOFF 1 007 2 0.0004 88.40 0.08 1 1 1 1 1 1 EX-7 6 RUNOFF 1 008 3 0.0013 86.90 0.17 1 1 1 1 1 1 EX-8 6 RUNOFF 1 009 4 0.0003 91.80 0.08 1 1 1 1 1 1 EX-9 6 RUNOFF 1 010 1 0.0008 91.30 0.08 1 1 1 1 1 1 EX-10 6 RUNOFF 1 011 2 0.0010 80.70 0.08 1 1 1 1 1 1 EX-11 6 RUNOFF 1 012 3 0.0012 97.50 0.08 1 1 1 1 1 1 EX-12 6 RUNOFF 1 013 4 0.0003 83.20 0.08 1 1 1 1 1 1 EX-13 6 RUNOFF 1 014 1 0.0004 86.60 0.08 1 1 1 1 1 1 EX-14 6 RUNOFF 1 015 2 0.0009 87.30 0.08 1 1 1 1 1 1 EX-15 6 RUNOFF 1 016 3 0.0002 92.20 0.08 1 1 1 1 1 1 EX-16 6 RUNOFF 1 017 4 0.0003 90.20 0.08 1 1 1 1 1 1 EX-17 6 RUNOFF 1 018 5 0.0004 92.10 0.08 1 1 1 1 1 1 EX-18 6 RUNOFF 1 021 1 0.0075 81.00 0.17 1 1 1 1 1 1 PR1 6 RUNOFF 1 022 2 0.0003 98.00 0.08 1 1 1 1 1 1 PR2 6 RUNOFF 1 023 3 0.0002 98.00 0.08 1 1 1 1 1 1 PR-3 6 RUNOFF 1 024 4 0.0002 98.00 0.08 1 1 1 1 1 1 PR-4 6 RUNOFF 1 025 5 0.0002 98.00 0.08 1 1 1 1 1 1 PR-5 6 RUNOFF 1 026 1 0.0016 80.00 0.17 1 1 1 1 1 1 PR-6 6 RUNOFF 1 027 2 0.0004 98.00 0.08 1 1 1 1 1 1 PR-7 6 RUNOFF 1 028 3 0.0013 88.80 0.17 1 1 1 1 1 1 PR-8 6 RUNOFF 1 029 4 0.0003 91.80 0.08 1 1 1 1 1 1 PR-9 6 RUNOFF 1 030 1 0.0005 92.60 0.08 1 1 1 1 1 1 PR-10 6 RUNOFF 1 031 2 0.0011 92.70 0.08 1 1 1 1 1 1 PR-11 6 RUNOFF 1 032 3 0.0014 96.40 0.08 1 1 1 1 1 1 PR-12 6 RUNOFF 1 033 4 0.0003 88.80 0.08 1 1 1 1 1 1 PR-13 6 RUNOFF 1 034 1 0.0003 92.50 0.08 1 1 1 1 1 1 PR-14 6 RUNOFF 1 035 2 0.0009 87.80 0.08 1 1 1 1 1 1 PR-15 6 RUNOFF 1 036 3 0.0002 91.80 0.08 1 1 1 1 1 1 PR-16 6 RUNOFF 1 037 4 0.0003 98.00 0.08 1 1 1 1 1 1 PR-17 6 RUNOFF 1 038 5 0.0004 98.00 0.08 1 1 1 1 1 1 PR-18 ENDATA 7 INCREM 6 1.2 7 COMPUT 7 001 038 7.90 1. 4 2 24 99 24-HOUR ENDCMP 1 7 COMPUT 7 001 038 4.94 1. 4 2 24 10 24-HOUR ENDCMP 1 7 COMPUT 7 001 038 3.08 1. 4 2 24 02 24-HOUR ENDCMP 1 ENDJOB 2 *******************************END OF 80-80 LIST******************************* 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 1 EXECUTIVE CONTROL INCREM MAIN TIME INCREMENT = 1.200 HOURS EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 38 24-HOUR STARTING TIME = .00 RAIN DEPTH = 7.90 RAIN DURATION = 1.00 ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = 1.200 HOURS Page 1 NHAMPTON.OUT ALTERNATE NO. =24 STORM NO. =99 RAIN TABLE NO. = 4 OPERATION RUNOFF XSECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 16.5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .01 SQ.MI. 8.40 CFS .30 .67 1.37 16.45 2.48 1.60 1.13 .80 18.00 CFS .59 .51 .45 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.83 WATERSHED INCHES; 33 CFS-HRS; 2.7 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 11 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 1, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .10 1.15 .11 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.30 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 2, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 3 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 2 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .76 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.87 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 3, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 4 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 Page 2 NHAMPTON.OUT HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .76 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.87 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 4, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 5 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .75 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.95 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 5, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 6 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 3.5 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 3 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .30 3.55 .53 .34 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.90 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 0 0 --- XSECTION 6, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 7 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .11 1.45 .14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 10.06 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 7, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- Page 3 NHAMPTON.OUT OPERATION RUNOFF XSECTION 8 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 3.3 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .32 3.29 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 9.30 WATERSHED INCHES; 8 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 8, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 9 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.1 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 4 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .09 1.13 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.69 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 9, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 10 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 3.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .23 3.00 .28 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 10.55 WATERSHED INCHES; 5 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 10, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 3.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .20 3.19 .32 Page 4 NHAMPTON.OUT RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 8.74 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 11, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 4.6 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 5 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .40 4.60 .42 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.27 WATERSHED INCHES; 9 CFS-HRS; .7 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 12, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 13 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .07 1.00 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.01 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 13, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 14 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .10 1.41 .14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.72 WATERSHED INCHES; 3 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 14, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- Page 5 NHAMPTON.OUT OPERATION RUNOFF XSECTION 15 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 3.2 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 6 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .23 3.20 .31 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 9.87 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 15, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 16 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .75 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.74 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 16, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 17 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .09 1.11 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 10.34 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 17, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 18 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.5 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 7 Page 6 NHAMPTON.OUT HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .12 1.51 .14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.75 WATERSHED INCHES; 3 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 18, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 21 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 17.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .01 SQ.MI. 8.40 CFS .35 .74 1.47 16.98 2.51 1.62 1.14 .81 18.00 CFS .60 .52 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.06 WATERSHED INCHES; 34 CFS-HRS; 2.8 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 11 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 21, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 22 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .10 1.15 .11 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.30 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 22, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 23 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 8 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .07 .76 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.27 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 Page 7 NHAMPTON.OUT FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 23, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 24 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .07 .76 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.27 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 24, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 25 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .07 .76 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.27 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 0 0 --- XSECTION 25, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 26 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 3.5 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 9 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .30 3.55 .53 .34 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.90 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 0 0 --- XSECTION 26, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 27 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.5 (RUNOFF) Page 8 NHAMPTON.OUT HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .13 1.53 .14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.30 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 27, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 28 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 3.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .34 3.38 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 8.23 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 28, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 29 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.1 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 10 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .09 1.13 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.69 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 29, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 30 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .15 1.90 .17 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.84 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 Page 9 NHAMPTON.OUT --- XSECTION 30, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 31 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 4.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .33 4.19 .38 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.89 WATERSHED INCHES; 9 CFS-HRS; .8 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 31, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 32 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 5.3 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 11 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .46 5.34 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.12 WATERSHED INCHES; 10 CFS-HRS; .8 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 32, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 33 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .08 1.09 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 10.08 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 33, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 34 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. Page 10 NHAMPTON.OUT 10.80 CFS .09 1.14 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.81 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 34, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 35 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 3.2 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 12 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .24 3.24 .31 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 9.98 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 35, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 36 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .75 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 12.69 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 36, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 37 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .10 1.15 .11 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.30 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 37, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- Page 11 NHAMPTON.OUT OPERATION RUNOFF XSECTION 38 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.5 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 1 JOB NO. 1 PAGE 13 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .13 1.53 .14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 11.30 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 0 0 --- XSECTION 38, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 1 EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 38 24-HOUR STARTING TIME = .00 RAIN DEPTH = 4.94 RAIN DURATION = 1.00 ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = 1.200 HOURS ALTERNATE NO. =24 STORM NO. =10 RAIN TABLE NO. = 4 OPERATION RUNOFF XSECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.04 8.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .01 SQ.MI. 9.60 CFS .20 .53 8.18 1.38 .90 .64 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.43 WATERSHED INCHES; 17 CFS-HRS; 1.4 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 1, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .72 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 14 Page 12 NHAMPTON.OUT DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 2, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 3 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 19 CFS-HRS; .1 ACRE-FEET. OPERATION RUNOFF XSECTION 4 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 19 CFS-HRS; .1 ACRE-FEET. OPERATION RUNOFF XSECTION 5 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 20 CFS-HRS; .1 ACRE-FEET. OPERATION RUNOFF XSECTION 6 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.03 1.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .12 1.78 .30 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.50 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 6, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 7 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .83 .08 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 15 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.84 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 7, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 8 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 1.8 (RUNOFF) Page 13 NHAMPTON.OUT HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .16 1.82 .27 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.37 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 8, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 9 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .67 .06 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.16 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 9, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 10 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .13 1.77 .17 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 16 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.34 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 10, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 1.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .08 1.64 .18 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.50 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 Page 14 NHAMPTON.OUT --- XSECTION 11, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 2.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .24 2.84 .26 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.90 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 12, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 13 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .03 .53 .06 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 17 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.86 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 13, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 14 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .79 .08 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.37 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 14, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 15 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 Page 15 NHAMPTON.OUT HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .11 1.81 .18 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.50 WATERSHED INCHES; 3 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 15, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 16 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.50 WATERSHED INCHES; 19 CFS-HRS; .3 ACRE-FEET. OPERATION RUNOFF XSECTION 17 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 18 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .65 .06 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.13 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 17, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 18 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .07 .90 .09 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.24 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 18, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 21 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.03 8.7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .01 SQ.MI. 9.60 CFS .24 .60 8.66 1.42 .93 .66 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) Page 16 NHAMPTON.OUT 3.62 WATERSHED INCHES; 18 CFS-HRS; 1.4 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 21, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 22 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 19 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .72 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 22, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 23 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 21 CFS-HRS; .1 ACRE-FEET. OPERATION RUNOFF XSECTION 24 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 21 CFS-HRS; .1 ACRE-FEET. OPERATION RUNOFF XSECTION 25 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 21 CFS-HRS; .1 ACRE-FEET. OPERATION RUNOFF XSECTION 26 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.03 1.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .12 1.78 .30 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.50 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 26, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST Page 17 NHAMPTON.OUT 16:03:05 PASS 2 JOB NO. 1 PAGE 20 OPERATION RUNOFF XSECTION 27 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .08 .96 .09 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.02 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 27, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 28 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.02 1.9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .17 1.93 .28 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.41 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 28, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 29 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .67 .06 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.16 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 29, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 21 OPERATION RUNOFF XSECTION 30 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 Page 18 NHAMPTON.OUT HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .08 1.13 .11 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.29 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 30, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 31 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 2.5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .19 2.50 .24 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.33 WATERSHED INCHES; 4 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 31, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 32 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 3.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .28 3.37 .31 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 8.23 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 32, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 22 OPERATION RUNOFF XSECTION 33 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .04 .62 .06 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.88 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 33, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- Page 19 NHAMPTON.OUT OPERATION RUNOFF XSECTION 34 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .68 .06 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.28 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 34, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 35 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .12 1.83 .18 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.57 WATERSHED INCHES; 3 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 35, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 2 JOB NO. 1 PAGE 23 OPERATION RUNOFF XSECTION 36 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.57 WATERSHED INCHES; 19 CFS-HRS; .3 ACRE-FEET. OPERATION RUNOFF XSECTION 37 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .72 .07 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.99 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 37, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 38 Page 20 NHAMPTON.OUT PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .08 .96 .09 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.02 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 38, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 2 EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 38 24-HOUR STARTING TIME = .00 RAIN DEPTH = 3.08 RAIN DURATION = 1.00 ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = 1.200 HOURS ALTERNATE NO. =24 STORM NO. = 2 RAIN TABLE NO. = 4 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 24 OPERATION RUNOFF XSECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.06 3.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .01 SQ.MI. 10.80 CFS .12 3.43 .70 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.76 WATERSHED INCHES; 9 CFS-HRS; .7 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 1 0 --- XSECTION 1, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 2 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.76 WATERSHED INCHES; 20 CFS-HRS; .7 ACRE-FEET. OPERATION RUNOFF XSECTION 3 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.76 WATERSHED INCHES; 18 CFS-HRS; .7 ACRE-FEET. OPERATION RUNOFF XSECTION 4 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.76 WATERSHED INCHES; 18 CFS-HRS; .7 ACRE-FEET. OPERATION RUNOFF XSECTION 5 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) Page 21 NHAMPTON.OUT 1.76 WATERSHED INCHES; 19 CFS-HRS; .7 ACRE-FEET. OPERATION RUNOFF XSECTION 6 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .03 .76 .15 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 25 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.81 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 6, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 7 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.81 WATERSHED INCHES; 16 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 8 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .92 .15 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.22 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 8, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 9 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.22 WATERSHED INCHES; 17 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 10 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .06 .99 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.38 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - Page 22 NHAMPTON.OUT NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 26 DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 10, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .02 .74 .09 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.47 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 11, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .15 1.79 .16 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.08 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 12, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 13 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.08 WATERSHED INCHES; 14 CFS-HRS; .3 ACRE-FEET. OPERATION RUNOFF XSECTION 14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.08 WATERSHED INCHES; 15 CFS-HRS; .3 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 27 OPERATION RUNOFF XSECTION 15 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .9 (RUNOFF) Page 23 NHAMPTON.OUT HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .94 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.42 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 15, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 16 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.42 WATERSHED INCHES; 17 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 17 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.42 WATERSHED INCHES; 17 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 18 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .03 .51 .05 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.46 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 18, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 21 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 28 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.05 3.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .01 SQ.MI. 10.80 CFS .17 3.79 .74 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.92 WATERSHED INCHES; 9 CFS-HRS; .8 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 1 0 --- XSECTION 21, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 22 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) Page 24 NHAMPTON.OUT 1.92 WATERSHED INCHES; 20 CFS-HRS; .8 ACRE-FEET. OPERATION RUNOFF XSECTION 23 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.92 WATERSHED INCHES; 20 CFS-HRS; .8 ACRE-FEET. OPERATION RUNOFF XSECTION 24 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.92 WATERSHED INCHES; 20 CFS-HRS; .8 ACRE-FEET. OPERATION RUNOFF XSECTION 25 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.92 WATERSHED INCHES; 20 CFS-HRS; .8 ACRE-FEET. OPERATION RUNOFF XSECTION 26 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .03 .76 .15 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.81 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 29 DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 26, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 27 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .59 .05 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.04 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 27, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 28 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.03 1.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. Page 25 NHAMPTON.OUT 10.80 CFS .08 1.01 .16 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.84 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 28, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 29 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.84 WATERSHED INCHES; 17 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 30 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .6 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 30 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .04 .65 .06 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.28 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 30, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 31 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.01 1.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .10 1.43 .14 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.29 WATERSHED INCHES; 3 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 31, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 32 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 2.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .16 2.05 .19 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.11 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. Page 26 NHAMPTON.OUT DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 32, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 33 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.11 WATERSHED INCHES; 16 CFS-HRS; .3 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 31 OPERATION RUNOFF XSECTION 34 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.11 WATERSHED INCHES; 18 CFS-HRS; .3 ACRE-FEET. OPERATION RUNOFF XSECTION 35 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 1.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .95 .10 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.49 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 35, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 36 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.49 WATERSHED INCHES; 17 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 37 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.49 WATERSHED INCHES; 20 CFS-HRS; .2 ACRE-FEET. OPERATION RUNOFF XSECTION 38 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.00 .6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = 1.200 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .05 .59 .05 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.04 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 1 Page 27 NHAMPTON.OUT TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 PASS 3 JOB NO. 1 PAGE 32 --- XSECTION 38, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 3 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 33 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) RAINFALL OF 7.90 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs. RAINTABLE NUMBER 4, ARC 2 MAIN TIME INCREMENT 1.200 HOURS ALTERNATE 24 STORM 99 --------------------------- XSECTION 1 RUNOFF .01 6.83 --- 12.02 16 1600.0 XSECTION 2 RUNOFF .00 11.30 --- 12.00 1 ******** XSECTION 3 RUNOFF .00 12.87 --- 12.00R 1R******** XSECTION 4 RUNOFF .00 12.87 --- 12.00R 1R******** XSECTION 5 RUNOFF .00 12.95 --- 12.00R 1R******** XSECTION 6 RUNOFF .00 6.90 --- 12.02 4 ******** XSECTION 7 RUNOFF .00 10.06 --- 12.01 1 ******** XSECTION 8 RUNOFF .00 9.30 --- 12.01T 3T******** XSECTION 9 RUNOFF .00 12.69 --- 12.00 1 ******** XSECTION 10 RUNOFF .00 10.55 --- 12.00 3 ******** XSECTION 11 RUNOFF .00 8.74 --- 12.01T 3T******** XSECTION 12 RUNOFF .00 11.27 --- 12.00 5 ******** XSECTION 13 RUNOFF .00 11.01 --- 12.01 1 ******** XSECTION 14 RUNOFF .00 11.72 --- 12.01 1 ******** XSECTION 15 RUNOFF .00 9.87 --- 12.01 3 ******** XSECTION 16 RUNOFF .00 12.74 --- 12.00R 1R******** XSECTION 17 RUNOFF .00 10.34 --- 12.01 1 ******** XSECTION 18 RUNOFF .00 12.75 --- 12.00 2 ******** XSECTION 21 RUNOFF .01 7.06 --- 12.02 17 1700.0 XSECTION 22 RUNOFF .00 11.30 --- 12.00 1 ******** XSECTION 23 RUNOFF .00 11.27 --- 12.00R 1R******** XSECTION 24 RUNOFF .00 11.27 --- 12.00R 1R******** XSECTION 25 RUNOFF .00 11.27 --- 12.00R 1R******** XSECTION 26 RUNOFF .00 6.90 --- 12.02 4 ******** XSECTION 27 RUNOFF .00 11.30 --- 12.00 2 ******** XSECTION 28 RUNOFF .00 8.23 --- 12.01T 3T******** XSECTION 29 RUNOFF .00 12.69 --- 12.00 1 ******** XSECTION 30 RUNOFF .00 12.84 --- 12.00 2 ******** 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION Page 28 NHAMPTON.OUT 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 34 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 24 STORM 99 --------------------------- XSECTION 31 RUNOFF .00 12.89 --- 12.00 4 ******** XSECTION 32 RUNOFF .00 11.12 --- 12.00 5 ******** XSECTION 33 RUNOFF .00 10.08 --- 12.01 1 ******** XSECTION 34 RUNOFF .00 12.81 --- 12.00 1 ******** XSECTION 35 RUNOFF .00 9.98 --- 12.01 3 ******** XSECTION 36 RUNOFF .00 12.69 --- 12.00R 1R******** XSECTION 37 RUNOFF .00 11.30 --- 12.00 1 ******** XSECTION 38 RUNOFF .00 11.30 --- 12.00 2 ******** RAINFALL OF 4.94 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs. ALTERNATE 24 STORM 10 --------------------------- XSECTION 1 RUNOFF .01 3.43 --- 12.04 8 800.0 XSECTION 2 RUNOFF .00 6.99 --- 12.00R 1R******** XSECTION 3 RUNOFF .00 6.99 --- .00 0 ******** XSECTION 4 RUNOFF .00 6.99 --- .00 0 ******** XSECTION 5 RUNOFF .00 6.99 --- .00 0 ******** XSECTION 6 RUNOFF .00 3.50 --- 12.03T 2T******** XSECTION 7 RUNOFF .00 6.84 --- 12.00R 1R******** XSECTION 8 RUNOFF .00 4.37 --- 12.02T 2T******** XSECTION 9 RUNOFF .00 6.16 --- 12.00R 1R******** XSECTION 10 RUNOFF .00 7.34 --- 12.01 2 ******** XSECTION 11 RUNOFF .00 4.50 --- 12.02T 2T******** XSECTION 12 RUNOFF .00 6.90 --- 12.00 3 ******** XSECTION 13 RUNOFF .00 5.86 --- 12.00R 1R******** XSECTION 14 RUNOFF .00 5.37 --- 12.00R 1R******** XSECTION 15 RUNOFF .00 5.50 --- 12.01T 2T******** XSECTION 16 RUNOFF .00 5.50 --- .00 0 ******** XSECTION 17 RUNOFF .00 7.13 --- 12.00R 1R******** XSECTION 18 RUNOFF .00 6.24 --- 12.00R 1R******** 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 35 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE Page 29 NHAMPTON.OUT (SQ MI) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 24 STORM 10 --------------------------- XSECTION 21 RUNOFF .01 3.62 --- 12.03 9 900.0 XSECTION 22 RUNOFF .00 6.99 --- 12.00R 1R******** XSECTION 23 RUNOFF .00 6.99 --- .00 0 ******** XSECTION 24 RUNOFF .00 6.99 --- .00 0 ******** XSECTION 25 RUNOFF .00 6.99 --- .00 0 ******** XSECTION 26 RUNOFF .00 3.50 --- 12.03T 2T******** XSECTION 27 RUNOFF .00 7.02 --- 12.00R 1R******** XSECTION 28 RUNOFF .00 5.41 --- 12.02T 2T******** XSECTION 29 RUNOFF .00 6.16 --- 12.00R 1R******** XSECTION 30 RUNOFF .00 6.29 --- 12.01 1 ******** XSECTION 31 RUNOFF .00 6.33 --- 12.01 2 ******** XSECTION 32 RUNOFF .00 8.23 --- 12.00 3 ******** XSECTION 33 RUNOFF .00 6.88 --- 12.00R 1R******** XSECTION 34 RUNOFF .00 6.28 --- 12.00R 1R******** XSECTION 35 RUNOFF .00 5.57 --- 12.01T 2T******** XSECTION 36 RUNOFF .00 5.57 --- .00 0 ******** XSECTION 37 RUNOFF .00 6.99 --- 12.00R 1R******** XSECTION 38 RUNOFF .00 7.02 --- 12.00R 1R******** RAINFALL OF 3.08 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs. ALTERNATE 24 STORM 2 --------------------------- XSECTION 1 RUNOFF .01 1.76 --- 12.06T 3T 300.0 XSECTION 2 RUNOFF .00 1.76 --- .00 0 ******** XSECTION 3 RUNOFF .00 1.76 --- .00 0 ******** XSECTION 4 RUNOFF .00 1.76 --- .00 0 ******** XSECTION 5 RUNOFF .00 1.76 --- .00 0 ******** XSECTION 6 RUNOFF .00 1.81 --- 12.00R 1R******** XSECTION 7 RUNOFF .00 1.81 --- .00 0 ******** XSECTION 8 RUNOFF .00 2.22 --- 12.00R 1R******** 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 36 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 24 STORM 2 --------------------------- XSECTION 9 RUNOFF .00 2.22 --- .00 0 ******** XSECTION 10 RUNOFF .00 3.38 --- 12.00R 1R******** XSECTION 11 RUNOFF .00 2.47 --- 12.00R 1R******** XSECTION 12 RUNOFF .00 5.08 --- 12.00 2 ******** XSECTION 13 RUNOFF .00 5.08 --- .00 0 ******** XSECTION 14 RUNOFF .00 5.08 --- .00 0 ******** Page 30 NHAMPTON.OUT XSECTION 15 RUNOFF .00 3.42 --- 12.00R 1R******** XSECTION 16 RUNOFF .00 3.42 --- .00 0 ******** XSECTION 17 RUNOFF .00 3.42 --- .00 0 ******** XSECTION 18 RUNOFF .00 3.46 --- 12.00R 1R******** XSECTION 21 RUNOFF .01 1.92 --- 12.05T 4T 400.0 XSECTION 22 RUNOFF .00 1.92 --- .00 0 ******** XSECTION 23 RUNOFF .00 1.92 --- .00 0 ******** XSECTION 24 RUNOFF .00 1.92 --- .00 0 ******** XSECTION 25 RUNOFF .00 1.92 --- .00 0 ******** XSECTION 26 RUNOFF .00 1.81 --- 12.00R 1R******** XSECTION 27 RUNOFF .00 5.04 --- 12.00R 1R******** XSECTION 28 RUNOFF .00 2.84 --- 12.03T 1T******** XSECTION 29 RUNOFF .00 2.84 --- .00 0 ******** XSECTION 30 RUNOFF .00 4.28 --- 12.00R 1R******** XSECTION 31 RUNOFF .00 4.29 --- 12.01 1 ******** XSECTION 32 RUNOFF .00 4.11 --- 12.00 2 ******** XSECTION 33 RUNOFF .00 4.11 --- .00 0 ******** XSECTION 34 RUNOFF .00 4.11 --- .00 0 ******** XSECTION 35 RUNOFF .00 3.49 --- 12.00R 1R******** XSECTION 36 RUNOFF .00 3.49 --- .00 0 ******** XSECTION 37 RUNOFF .00 3.49 --- .00 0 ******** XSECTION 38 RUNOFF .00 5.04 --- 12.00R 1R******** 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 37 SUMMARY TABLE 3 --------------- STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 XSECTION 1 .01 --------------------------- ALTERNATE 24 3 8 16 XSECTION 2 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 3 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 4 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 5 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 6 .00 --------------------------- ALTERNATE 24 1? 2 4 XSECTION 7 .00 --------------------------- ALTERNATE 24 0 1? 1 Page 31 NHAMPTON.OUT XSECTION 8 .00 --------------------------- ALTERNATE 24 1? 2 3 XSECTION 9 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 10 .00 --------------------------- ALTERNATE 24 1? 2 3 XSECTION 11 .00 --------------------------- ALTERNATE 24 1? 2 3 XSECTION 12 .00 --------------------------- ALTERNATE 24 2 3 5 XSECTION 13 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 14 .00 --------------------------- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 38 SUMMARY TABLE 3 --------------- STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 XSECTION 14 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 15 .00 --------------------------- ALTERNATE 24 1? 2 3 XSECTION 16 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 17 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 18 .00 --------------------------- ALTERNATE 24 1? 1? 2 XSECTION 21 .01 --------------------------- ALTERNATE 24 4 9 17 XSECTION 22 .00 --------------------------- Page 32 NHAMPTON.OUT ALTERNATE 24 0 1? 1 XSECTION 23 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 24 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 25 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 26 .00 --------------------------- ALTERNATE 24 1? 2 4 XSECTION 27 .00 --------------------------- ALTERNATE 24 1? 1? 2 XSECTION 28 .00 --------------------------- ALTERNATE 24 1 2 3 XSECTION 29 .00 --------------------------- ALTERNATE 24 0 1? 1 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST 16:03:05 SUMMARY, JOB NO. 1 PAGE 39 SUMMARY TABLE 3 --------------- STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 XSECTION 30 .00 --------------------------- ALTERNATE 24 1? 1 2 XSECTION 31 .00 --------------------------- ALTERNATE 24 1 2 4 XSECTION 32 .00 --------------------------- ALTERNATE 24 2 3 5 XSECTION 33 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 34 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 35 .00 --------------------------- ALTERNATE 24 1? 2 3 Page 33 NHAMPTON.OUT XSECTION 36 .00 --------------------------- ALTERNATE 24 0 0 1? XSECTION 37 .00 --------------------------- ALTERNATE 24 0 1? 1 XSECTION 38 .00 --------------------------- ALTERNATE 24 1? 1? 2 1 TR20 -------------------------------------------------------------------- SCS - NHAMPTON US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA.UPDATED 7/14/19 VERSION 07/14/** DETERMINATION OF PEAKFLOWS IN EX.& PR.COND.FOR 2, 10 & 100 Yr.2.04TEST END OF 1 JOBS IN THIS RUN SCS TR-20, VERSION 2.04TEST NHAMPTON FILES INPUT = nhampton.dat , GIVEN DATA FILE OUTPUT = nhampton.OUT , DATED 07/14/**,16:03:05 FILES GENERATED - DATED 07/14/**,16:03:05 FILE nhampton.TRD CONTAINS READHD INFORMATION FILE nhampton.TMG CONTAINS MESSAGE + WARNING INFORMATION TOTAL NUMBER OF WARNINGS = 108, MESSAGES = 60 *** TR-20 RUN COMPLETED *** Page 34 Sensitive / Proprietary Project Location on FEMA FIRM Map Sensitive / Proprietary NRCS Soil Report Soil Map—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 1 of 3 46 8 6 0 0 0 46 8 6 1 0 0 46 8 6 2 0 0 46 8 6 3 0 0 46 8 6 4 0 0 46 8 6 5 0 0 46 8 6 6 0 0 46 8 6 7 0 0 46 8 6 8 0 0 46 8 6 9 0 0 46 8 7 0 0 0 46 8 7 1 0 0 46 8 7 2 0 0 46 8 7 3 0 0 46 8 6 1 0 0 46 8 6 2 0 0 46 8 6 3 0 0 46 8 6 4 0 0 46 8 6 5 0 0 46 8 6 6 0 0 46 8 6 7 0 0 46 8 6 8 0 0 46 8 6 9 0 0 46 8 7 0 0 0 46 8 7 1 0 0 46 8 7 2 0 0 46 8 7 3 0 0 695400 695500 695600 695700 695800 695900 696000 696100 696200 696300 695400 695500 695600 695700 695800 695900 696000 696100 696200 696300 42° 18' 48'' N 72 ° 3 7 ' 4 7 ' ' W 42° 18' 48'' N 72 ° 3 7 ' 3 ' ' W 42° 18' 5'' N 72 ° 3 7 ' 4 7 ' ' W 42° 18' 5'' N 72 ° 3 7 ' 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,470 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 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 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 28, 2011—Apr 18, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 8A Limerick silt loam, 0 to 3 percent slopes 0.1 0.1% 96A Hadley silt loam, 0 to 3 percent slopes 4.7 6.5% 98A Winooski silt loam, 0 to 3 percent slopes 10.6 14.8% 744A Hadley-Winooski-Urban land complex, 0 to 3 percent slopes 56.6 78.6% Totals for Area of Interest 72.1 100.0% Soil Map—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 3 of 3 Hydrologic Soil Group and Surface Runoff This table gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations. 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 four hydrologic soil groups are: 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. Surface runoff refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope, climate, and vegetative cover. The concept indicates relative runoff for very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal. The classes are negligible, very low, low, medium, high, and very high. Report—Hydrologic Soil Group and Surface Runoff Absence of an entry indicates that the data were not estimated. The dash indicates no documented presence. Hydrologic Soil Group and Surface Runoff–Hampshire County, Massachusetts, Central Part Map symbol and soil name Pct. of map unit Surface Runoff Hydrologic Soil Group 8A—Limerick silt loam, 0 to 3 percent slopes Limerick 85 Very high B/D Hydrologic Soil Group and Surface Runoff---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 1 of 2 Hydrologic Soil Group and Surface Runoff–Hampshire County, Massachusetts, Central Part Map symbol and soil name Pct. of map unit Surface Runoff Hydrologic Soil Group 96A—Hadley silt loam, 0 to 3 percent slopes Hadley 85 Low B 98A—Winooski silt loam, 0 to 3 percent slopes Winooski 85 Very low B 744A—Hadley-Winooski-Urban land complex, 0 to 3 percent slopes Hadley 45 Low B Urban land 20 Very high — Winooski 20 Very low B Data Source Information Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 13, Sep 10, 2018 Hydrologic Soil Group and Surface Runoff---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 2 of 2 Map Unit Description The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions in this report, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named, soils that are similar to the named components, and some minor components that differ in use and management from the major soils. Most of the soils similar to the major components have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Some minor components, however, have properties and behavior characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 1 of 8 Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of a given series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Additional information about the map units described in this report is available in other soil reports, which give properties of the soils and the limitations, capabilities, and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Report—Map Unit Description Hampshire County, Massachusetts, Central Part 8A—Limerick silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9b0f Elevation: 50 to 500 feet Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 2 of 8 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Limerick and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Limerick Setting Landform: Alluvial flats Landform position (three-dimensional): Dip Down-slope shape: Linear Across-slope shape: Linear Parent material: Silty alluvium Typical profile H1 - 0 to 12 inches: silt loam H2 - 12 to 20 inches: very fine sandy loam H3 - 20 to 60 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 0 to 18 inches Frequency of flooding: Frequent Frequency of ponding: None Available water storage in profile: Very high (about 13.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: B/D Hydric soil rating: Yes Minor Components Winooski Percent of map unit: 10 percent Hydric soil rating: No Saco Percent of map unit: 5 percent Landform: Alluvial flats Hydric soil rating: Yes Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 3 of 8 96A—Hadley silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9b02 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Hadley and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hadley Setting Landform: Flood plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Friable coarse-silty alluvium Typical profile H1 - 0 to 11 inches: silt loam H2 - 11 to 68 inches: silt loam H3 - 68 to 72 inches: loamy fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 48 to 72 inches Frequency of flooding: Occasional Frequency of ponding: None Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Hydric soil rating: No Minor Components Winooski Percent of map unit: 10 percent Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 4 of 8 Hydric soil rating: No Suncook Percent of map unit: 5 percent Hydric soil rating: No 98A—Winooski silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9b2p Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Winooski and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Winooski Setting Landform: Flood plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Concave Parent material: Silty alluvium Typical profile H1 - 0 to 17 inches: silt loam H2 - 17 to 60 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: Occasional Frequency of ponding: None Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Hydric soil rating: No Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 5 of 8 Minor Components Hadley Percent of map unit: 10 percent Hydric soil rating: No Limerick Percent of map unit: 5 percent Landform: Alluvial flats Hydric soil rating: Yes 744A—Hadley-Winooski-Urban land complex, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9b03 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Hadley and similar soils: 45 percent Winooski and similar soils: 20 percent Urban land: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hadley Setting Landform: Flood plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Friable coarse-silty alluvium Typical profile H1 - 0 to 11 inches: silt loam H2 - 11 to 68 inches: silt loam H3 - 68 to 72 inches: loamy fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 48 to 72 inches Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 6 of 8 Frequency of flooding: Occasional Frequency of ponding: None Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Hydric soil rating: No Description of Winooski Setting Landform: Flood plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Silty alluvium Typical profile H1 - 0 to 17 inches: silt loam H2 - 17 to 60 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: Occasional Frequency of ponding: None Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Setting Parent material: Paved/filled Minor Components Limerick Percent of map unit: 10 percent Landform: Alluvial flats Hydric soil rating: Yes Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 7 of 8 Saco Percent of map unit: 5 percent Landform: Alluvial flats Hydric soil rating: Yes Data Source Information Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 13, Sep 10, 2018 Map Unit Description---Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2019 Page 8 of 8 Sensitive / Proprietary Appendix B – Hydrologic Analysis of Bioretention Ponds SUMMARY OF ANALYSIS: BIORETENTION STORAGE AREAS@ I-91 & US-5 DESCRIPTION: The I-91 bioretention pond is located between Station 73+00 to 76+00 to the east of I-91. The U.S. Route 5 bioretention pond is located between Station 60+00 to Station 63+00 to the west of US-5. The I-91 bioretention pond is located within Drainage Area-1 while the US-5 Bioretention area is located within Drainage Area-11. Both the I-91 and US-5 bioretention ponds are sized based on the available space and to maximize the water quality, infiltration and rate control storages per MassDEP redevelopment criteria. The project drainage areas for I-91 are divided into six drainage areas (mostly by outlets) while US-5 is divided into twelve drainage areas (mostly by outlets). The summary table of Stormwater Storage for Mass. Highway Drainage Design in Appendix A computes the required and provided water quality, infiltration and rate control storages for each of 18 drainage areas per MassDEP criteria. The rate control storage shown in the computation sheet is based on the excess runoff volume produced in the proposed condition compared to the existing condition. NRCS TR-20 is used to conduct the hydrologic analysis for the project area to ensure that the proposed project will reduce the peak flows downstream for the 2-, 10-, and 100-year by use of two proposed bioretention ponds. To simplify the analysis, very small drainage areas (draining individual inlets) are combined into one drainage area as shown in the attached exhibit, I-91 Over U.S. Route 5: Drainage Areas to Evaluate Rate Control of Bioretention Areas. Drainage Area- 2 to 5 of I-91 and Drainage Area-7,9,10 & 18 and Drainage Area 13 to 17 of U.S. Route 5 are combined by computing composite SCS Runoff Curve Numbers. The time of concentration is assumed to be 5 minutes for the combined area to preserve the hydrologic characteristic of the individual areas. The total peak outflows for all the drainage areas of the project are computed in the existing and the proposed condition and compared to show that the proposed condition will reduce the peak flows compared to the existing condition for the 2-year, 10-year and 100-year storm as summarized in the table below. DATA: The hydrologic data for the existing and proposed condition drainage areas are summarized as follows: ROADWAY DRAINAGE DRAINAGE ID EXISTING PROPOSED AREA(AC) CN TC(HR) AREA(AC) CN TC(HR) I-91 1 4.82 79.50 0.25 4.82 81.00 0.25 I-91 2 to 5 0.61 94.97 0.08 0.61 98.00 0.08 I-91 6 1.05 80.00 0.17 1.05 80.00 0.17 US-5 7,9,10 & 18 1.20 90.89 0.08 1.03 95.10 0.08 US-5 8 0.80 86.90 0.17 0.80 88.80 0.17 US-5 11 0.64 80.70 0.08 0.70 92.70 0.08 US-5 12 0.74 97.50 0.08 0.91 96.40 0.08 US-5 13 to 17 1.31 87.50 0.08 1.25 90.60 0.08 NRCS TR-20 runoff hydrograph methodology with NRCS Type-3 Rainfall distribution is used in the hydrologic analysis.TR-20 analysis is performed for 24-hour duration rainfalls for 2-year, 10-year and 100-year storms. Rainfall depths for the 24-hour durations are used per NOAA Atlas 14 for Northampton, MA. Antecedent Moisture Condition = 2 COMPUTATION: The storage outflow rating tables for the both bioretention ponds with infiltration and overflow over the spillway are computed and summarized in the attached Computation for Outflow Storage Rating for Bio-Retention Areas table. All the above computed subareas hydrologic parameters and storage outflow rating information are used in formulating TR-20 input data. The results were compared, and storage and outflow components were revised until the critical peak flows of the post development condition at I-91, US-5 and the overall project matched, or was reduced, compared to the critical peak flows of the pre developed conditions. Input data and output summary of TR-20 is attached. Important results are highlighted. Analysis results are shown in the summary table below. BIO-RETENTION AREA @ I-91 Storm Frequency (Yrs) Existing Peak Flows@Outfall (CFS) Proposed Peak Flows@Outfall (CFS) Bio-Swale HWL (Feet) Bio-Swale Storage @HWL (Ac-Feet) 2 5.1 0.50 114.51 0.3606 10 11.4 8.7 114.69 0.4171 100 22.0 20.4 114.96 0.5018 BIO-RETENTION AREA @US-5 Storm Frequency (Yrs) Existing Peak Flows@Outfall (CFS) Proposed Peak Flows@Outfall (CFS) Bio-Swale Pond HWL (Feet) Bio-Swale Storage @HWL (Ac-Feet) 2 0.9 0.10 113.70 0.0928 10 1.9 2.5 113.77 0.0972 100 3.6 4.6 113.84 0.1016 PROJECT RATE-CONTROL SUMMARY PROJECT COMPONENTS EXISTING COND. PEAK FLOW(CFS) PROPOSED COND. FLOW (CFS) 2-YR. 10-YR. 100-YR. 2-YR. 10-YR. 100-YR. I-91 7.2 15.5 29.5 2.7 11.6 26.6 US-5 9.3 17.0 29.2 8.8 16.2 29.4 TOTAL (Entire Project) 16.1 31.6 57.2 11.4 21.3 52.7 RESULTS:  Provide a 20-foot overflow weir at elevation 114.50 feet for the bioretention pond at I-91 and provide a 20-foot overflow weir at elevation 113.70 feet for the bioretention pond at US-5.  According to the above Project Rate-Control Summary, the proposed project will reduce the overall project peak flows for the 2, 10 and 100-year, 24-hour storms compared to the existing condition. Since limited space is available for the US-5 bioretention pond to due to the location of the existing wetlands, the I-91 bioretention pond is oversized to achieve the overall rate reduction required for the project. Both proposed bioretention ponds drain downstream to natural wooded areas and to the Connecticut River.  Deep catch basins provide pre-treatment for the outfalls draining to the bioretention area at I-91. The sediment-forebay (sediment basin) will provide pre-treatment for the bioretention pond at US-5. Both bioretention ponds along with pre-treatment facilities will meet the 80% suspended solids (SS) removal requirement.  According to the attached “Computation of Stormwater Storage per Mass. Highway Design Criteria” summary table, both bioretention areas will provide significantly higher water quality and infiltration storage than the required storage. The draw down time for the both bioretention ponds will be 69.23 hrs., 2.77 hrs. less than the required 72 hours. OT FED. AID PROJ. NO.NO. SHEET SHEETS TOTAL & HOCKANUM ROAD I-91 OVER US ROUTE 5, B&M RR NORTHAMPTON STATE MA PROJECT FILE NO. - 606552 8 :5 7 A M 2 1 -M a y -2 0 1 3 P l o t t e d o n SCALE: 1" = 200' 0 400200 N 100 I-91 CL 11 83 92 93 94 95919089888786858464656668697071727374757677787980818267 BASIN I-91 BIORETENTION AREA US ROUTE -5 BIORETENTION US ROUTE 5 CL I-91 I-91 US ROUTE 5 US ROUTE 5 109110111112113114115 116 117 118 119 120 121 122 123124125126127128129130131132133134 WETLAND 6C WETLAND 6A WETLAND 6B WETLAND 7 WETLAND 1 WETLAND 2C WETLAND 6D WETLAND 2B WETLAND 2A WETLAND N2A I-91 OVER U.S. ROUTE-5: DRAINAGE AREAS TO EVALUATE RATE CONTROL OF BIORETENTION AREAS CN=95.1, TC (HR)=0.08 PROP AREA = 1.03 AC CN=90.89, TC (HR)=0.08 EXISITNG AREA = 1.20 AC 10, & 18 (COMBINED) DRAINAGE AREA-7, 9, CN=98.00, TC (HR)=0.08 PROP AREA = 0.61 AC CN=94.97, TC (HR)=0.08 EXISTING AREA = 0.61 AC 5 (COMBINED) DRAINAGE AREA 2 TO CN=90.6, TC (HR)=0.08 PROP AREA = 1.25 AC CN=87.5, TC (HR)=0.08 EXISITNG AREA = 1.31 AC 17 (COMBINED) DRAINAGE AREA 13 TO CN=92.7, TC (HR)=0.08 PROP AREA = 0.70 AC CN=80.7, TC (HR)=0.08 EXISITNG AREA = 0.64 AC BIORETENTION) (AREA TRIB. TO US-5 DRAINAGE AREA 11 CN=80.00, TC (HR)=0.17 PROP AREA = 1.05 AC CN=80.00, TC (HR)=0.17 EXISITNG AREA = 1.05 AC DRAINAGE AREA-6 CN=88.8. TC (HR)=0.17 PROP AREA = 0.80 AC CN=86.9, TC (HR)=0.17 EXISTING AREA = 0.80 AC DRAINAGE AREA-8 CN=95.1, TC (HR)=0.08 PROP AREA = 1.03 AC CN=90.89, TC (HR)=0.08 EXISITNG AREA = 1.20 AC 10, & 18 (COMBINED) DRAINAGE AREA-7, 9, CN=96.4, TC (HR)=0.08 PROP AREA = 0.91 AC CN=97.5, TC (HR)=0.08 EXISITNG AREA = 0.74 AC DRAINAGE AREA 12 D A F O R B I O R E T E N T I O N A N A L Y S I S .D G N CN=81.00. TC (HR)=0.25 PROP AREA = 4.82 AC CN=79.50, TC (HR)=0.25 EXISTING AREA = 4.82 AC BIORETENTION) (AREA TRIB. TO I-91 DRAINAGE AREA-1 7/1 6 / 2 0 1 9 Pr o j e c t I- 9 1 & U S R t . 5 , B o s t o n , M A Pr o j e c t N o . 64 7 9 8 5 Fil e Bi o R e t e n t i o n S t o a r g e . x l s Da t e ( R e v . ) 16 - J u l - 1 9 CO M P U T A T I O N F O R O U T F L O W S T O R A G E R A T I N G F O R B I O - R E T E NT I O N A R E A S I- 9 1 B I O - R E T E N T I O N A R E A AR E A A R E A A V G . A R E A E L V . D I F F . I N C R . V O L . C U M U L . V O L . O U T F LO W O U T F L O W O U T F L O W T O T A L EL E V A T I O N ( S Q . F T . ) I N A C R E I N A C R E I N F E E T I N A C - F T I N A C- F T P E R I N F I L T * T H R O U G H T H R O U G H O U T F L O W IN C F S PIP E OV E R F L O W IN C F S . 11 1 . 5 0 1 3 4 5 0 . 0 3 0 9 0. 0 0 0 0 0 . 0 1 6 1 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 1 6 1 0. 0 3 8 4 0 . 5 0 . 0 1 9 2 11 2 . 0 0 2 0 2 0 0 . 0 4 6 4 0. 0 1 9 2 0 . 0 2 4 1 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 2 4 1 0. 0 7 2 9 1 0 . 0 7 2 9 11 3 . 0 0 4 4 9 7 0 . 1 0 3 2 0. 0 9 2 1 0 . 0 5 3 7 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 5 3 7 0. 1 4 7 8 1 0 . 1 4 7 8 11 4 . 0 0 8 5 9 5 0 . 1 9 7 3 0. 2 3 9 9 0 . 1 0 2 6 0 . 0 0 0 0 0 . 0 0 0 0 0 . 1 0 2 6 0. 2 3 5 3 0 . 5 0 . 1 1 7 6 11 4 . 5 0 1 1 9 9 6 0 . 2 7 5 4 0. 3 5 7 5 0 . 1 4 3 2 0 . 0 0 0 0 0 . 0 0 0 0 0 . 1 4 3 2 O v e r f l o w S t a r t s w i t h 2 0' Weir 0. 3 1 3 6 0 . 5 0 . 1 5 6 8 11 5 . 0 0 1 5 3 9 8 0 . 3 5 3 5 0. 5 1 4 3 0 . 1 8 3 8 0 . 0 0 0 0 2 1 . 9 2 0 0 2 2 . 1 0 3 8 US R O U T E 5 B I O - R E T E N T I O N A R E A AR E A A R E A A V G . A R E A E L V . D I F F . I N C R . V O L . C U M U L . V O L . O U T F LO W O U T F L O W O U T F L O W T O T A L EL E V A T I O N ( S Q . F T . ) I N A C R E I N A C R E I N F E E T I N A C - F T I N A C- F T P E R I N F I L T * T H R O U G H T H R O U G H O U T F L O W IN C F S PIP E OV E R F L O W IN C F S . 11 0 . 7 0 3 9 9 0 . 0 0 9 2 0. 0 0 0 0 0 . 0 0 4 8 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 0 4 8 0. 0 1 0 7 0 . 3 0 . 0 0 3 2 11 1 . 0 0 5 4 0 0 . 0 1 2 4 0. 0 0 3 2 0 . 0 0 6 4 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 0 6 4 0. 0 1 8 7 1 0 . 0 1 8 7 11 2 . 0 0 1 1 2 6 0 . 0 2 5 8 0. 0 2 1 9 0 . 0 1 3 4 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 1 3 4 0. 0 3 4 6 1 0 . 0 3 4 6 11 3 . 0 0 1 9 2 7 0 . 0 4 4 2 0. 0 5 6 6 0 . 0 2 3 0 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 2 3 0 0. 0 5 1 8 0 . 7 0 . 0 3 6 2 11 3 . 7 0 2 6 0 0 0 . 0 5 9 7 0. 0 9 2 8 0 . 0 3 1 0 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 3 1 0 O v e r f l o w S t a r t s w i t h 2 0' Weir 0. 0 6 3 1 0 . 3 0 . 0 1 8 9 11 4 . 0 0 2 9 0 0 0 . 0 6 6 6 0. 1 1 1 7 0 . 0 3 4 6 0 . 0 0 0 0 1 0 . 1 9 0 0 1 0 . 2 2 4 6 NO T E : AV G . A R E A = ( ( A R E A 1 ) + ( A R E A 2 ) + S Q R T ( A R E A 1 * A R EA 2 ) ) / 3 IN C R . V O L . ( B Y C O N I C A L M E T H O D ) = ( A V G . A R E A ) * ( E L E V . D I F F . ) MIN I M U M I N F I L T R A T I O N F O R T Y P E B S O I L = 0 . 5 2 I N / H R AS S U M E D I N F I L T R A T I O N = 0 . 5 2 I N / H R ( M O D E R A T E L Y S L O W ) = 0 . 5 2 / 1 2 X 1 A C - F T / A C = 0 . 5 2 / 1 2 X 4 3 5 6 0 / 3 6 0 0 C F S / A C = 0 . 5 2 C F S / A C R E ^ Sensitive / Proprietary Ex. & Pr. Condition TR-20 Hydrologic Analysis Input-Output NHAMPDET.OUT 1 *****************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 NHAMPDET.DAT SUMMARY NOPLOTS TITLE US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 TITLE HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 3 STRUCT 01 8 111.50 0.00 0.0000 I 8 112.00 0.02 0.0192 9 8 113.00 0.05 0.0921 1 8 114.00 0.10 0.2399 D 8 114.50 0.14 0.3575 E 8 115.00 22.10 0.5143 T 9 ENDTBL 3 STRUCT 02 8 110.70 0.00 0.0000 U 8 111.00 0.01 0.0032 S 8 112.00 0.02 0.0219 5 8 113.00 0.03 0.0566 D 8 113.70 0.04 0.0928 E 8 114.00 10.23 0.1117 T 9 ENDTBL 6 RUNOFF 1 001 1 0.0075 79.50 0.25 1 1 1 1 1 1 I91EX1 6 RUNOFF 1 002 2 0.0009 94.97 0.08 1 1 1 1 1 1 I91EX2-5 6 ADDHYD 4 003 1 2 3 1 1 1 1 1 1 I91EX1-5 6 RUNOFF 1 004 2 0.0016 80.00 0.17 1 1 1 1 1 1 I91EX6 6 ADDHYD 4 005 3 2 5 1 1 1 1 1 1 I91EXALL 6 RUNOFF 1 011 1 0.0019 90.89 0.08 1 1 1 1 1 1 5E791018 6 RUNOFF 1 012 2 0.0012 86.90 0.17 1 1 1 1 1 1 US5EX-8 6 ADDHYD 4 013 1 2 3 1 1 1 1 1 1 5E7-1018 6 RUNOFF 1 014 2 0.0010 80.70 0.08 1 1 1 1 1 1 US5EX-11 6 ADDHYD 4 015 3 2 1 1 1 1 1 1 1 U57-1118 6 RUNOFF 1 016 2 0.0012 97.50 0.08 1 1 1 1 1 1 US5EX-12 6 ADDHYD 4 017 1 2 3 1 1 1 1 1 1 5E7-1218 6 RUNOFF 1 018 2 0.0021 87.50 0.08 1 1 1 1 1 1 5E13-17 6 ADDHYD 4 019 3 2 4 1 1 1 1 1 1 US5EXALL 6 ADDHYD 4 020 4 5 6 1 1 1 1 1 1 TOTEXPRJ 6 RUNOFF 1 031 1 0.0075 81.00 0.25 1 1 1 1 1 1 I91PR1 6 RESVOR 2 01 1 4 111.50 1 1 1 1 1 1 RTPR-1 6 RUNOFF 1 032 2 0.0009 98.00 0.08 1 1 1 1 1 1 I91PR2-5 6 ADDHYD 4 033 4 2 3 1 1 1 1 1 1 I91PR1-5 6 RUNOFF 1 034 2 0.0016 80.00 0.17 1 1 1 1 1 1 I91PR6 6 ADDHYD 4 035 3 2 5 1 1 1 1 1 1 I91PRALL 6 RUNOFF 1 041 1 0.0016 95.10 0.08 1 1 1 1 1 1 5P791018 6 RUNOFF 1 042 2 0.0012 88.80 0.17 1 1 1 1 1 1 US5PR-8 6 ADDHYD 4 043 1 2 3 1 1 1 1 1 1 5P7-1018 6 RUNOFF 1 044 2 0.0011 92.70 0.08 1 1 1 1 1 1 US5PR-11 6 RESVOR 2 02 2 4 110.70 1 1 1 1 1 1 RTPR-11 6 ADDHYD 4 045 3 4 1 1 1 1 1 1 1 5P7-1118 6 RUNOFF 1 046 2 0.0014 96.40 0.08 1 1 1 1 1 1 US5PR-12 6 ADDHYD 4 047 1 2 3 1 1 1 1 1 1 5P7-1218 6 RUNOFF 1 048 2 0.0019 90.60 0.08 1 1 1 1 1 1 5P13-17 6 ADDHYD 4 049 3 2 4 1 1 1 1 1 1 US5PRALL 1 *********************80-80 LIST OF INPUT DATA (CONTINUED)********************** 6 ADDHYD 4 050 4 5 6 1 1 1 1 1 1 TOTPRPRJ ENDATA 7 INCREM 6 0.1 7 COMPUT 7 001 050 7.90 1. 4 2 24 99 24-HOUR ENDCMP 1 7 COMPUT 7 001 050 4.94 1. 4 2 24 10 24-HOUR ENDCMP 1 7 COMPUT 7 001 050 3.08 1. 4 2 24 02 24-HOUR Page 1 NHAMPDET.OUT ENDCMP 1 ENDJOB 2 *******************************END OF 80-80 LIST******************************* 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 1 EXECUTIVE CONTROL INCREM MAIN TIME INCREMENT = .100 HOURS EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 50 24-HOUR STARTING TIME = .00 RAIN DEPTH = 7.90 RAIN DURATION = 1.00 ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS ALTERNATE NO. =24 STORM NO. =99 RAIN TABLE NO. = 4 OPERATION RUNOFF XSECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.19 22.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 9.10 CFS .48 .51 .55 .58 .61 .65 .69 .73 9.90 CFS .77 .81 .85 .90 .96 1.03 1.10 1.17 10.70 CFS 1.24 1.32 1.40 1.48 1.58 1.73 1.93 2.18 11.50 CFS 2.44 2.88 3.96 5.83 8.24 12.61 19.60 21.95 12.30 CFS 17.78 13.49 10.13 7.25 5.24 4.16 3.57 3.16 13.10 CFS 2.83 2.60 2.46 2.35 2.27 2.18 2.10 2.02 13.90 CFS 1.94 1.86 1.78 1.72 1.67 1.62 1.58 1.54 14.70 CFS 1.51 1.47 1.43 1.39 1.35 1.31 1.27 1.23 15.50 CFS 1.19 1.15 1.11 1.07 1.03 .99 .95 .92 16.30 CFS .90 .88 .86 .84 .83 .81 .79 .77 17.10 CFS .76 .74 .72 .70 .69 .67 .65 .64 17.90 CFS .62 .60 .58 .57 .56 .56 .55 .54 18.70 CFS .54 .53 .53 .52 .52 .51 .51 .50 19.50 CFS .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.47 WATERSHED INCHES; 26 CFS-HRS; 2.2 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 10 FLOW(CFS) 2 1 1 1 1 0 --- XSECTION 1, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 3.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .45 .50 .68 1.04 1.44 1.88 3.39 3.67 12.20 CFS 2.29 1.62 1.21 .81 .56 .49 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 2 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.24 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. Page 2 NHAMPDET.OUT DURATION(HRS) 2 4 6 8 10 1 FLOW(CFS) 2 1 1 1 1 0 --- XSECTION 2, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 3 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.17 24.6 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 8.70 CFS .49 .53 .56 .60 .63 .67 .71 .75 9.50 CFS .79 .83 .87 .92 .96 1.01 1.06 1.12 10.30 CFS 1.19 1.27 1.35 1.43 1.52 1.61 1.70 1.79 11.10 CFS 1.91 2.10 2.34 2.63 2.94 3.56 4.99 7.27 11.90 CFS 10.12 15.99 23.27 24.24 19.40 14.70 10.94 7.81 12.70 CFS 5.72 4.60 3.97 3.52 3.17 2.92 2.76 2.65 13.50 CFS 2.55 2.46 2.36 2.27 2.18 2.09 2.00 1.93 14.30 CFS 1.88 1.83 1.78 1.74 1.69 1.65 1.61 1.56 15.10 CFS 1.52 1.47 1.43 1.38 1.34 1.29 1.25 1.20 15.90 CFS 1.16 1.11 1.07 1.04 1.01 .99 .97 .95 16.70 CFS .93 .91 .89 .87 .85 .83 .81 .79 17.50 CFS .77 .75 .73 .71 .69 .67 .66 .64 18.30 CFS .63 .63 .62 .61 .61 .60 .60 .59 19.10 CFS .58 .58 .57 .57 .56 .55 .55 .54 19.90 CFS .54 .53 .52 .52 .52 .51 .51 .50 20.70 CFS .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.66 WATERSHED INCHES; 31 CFS-HRS; 2.5 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 FLOW(CFS) 3 2 1 1 1 0 --- XSECTION 3, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 4 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 5.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.30 CFS .45 .51 .57 .71 1.05 1.55 2.14 3.55 12.10 CFS 5.08 4.61 3.21 2.39 1.72 1.19 .89 .77 12.90 CFS .69 .63 .57 .53 .51 .49 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 3 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.52 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 2 FLOW(CFS) 3 2 1 1 1 0 --- XSECTION 4, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 5 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.16 29.5 (NULL) Page 3 NHAMPDET.OUT HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 8.40 CFS .47 .51 .54 .58 .62 .66 .70 .74 9.20 CFS .79 .83 .88 .93 .98 1.03 1.08 1.14 10.00 CFS 1.19 1.25 1.33 1.41 1.50 1.60 1.70 1.80 10.80 CFS 1.91 2.02 2.13 2.27 2.50 2.79 3.14 3.51 11.60 CFS 4.27 6.04 8.82 12.26 19.54 28.35 28.84 22.61 12.40 CFS 17.09 12.66 9.00 6.61 5.37 4.66 4.14 3.73 13.20 CFS 3.45 3.27 3.14 3.02 2.91 2.80 2.69 2.59 14.00 CFS 2.48 2.37 2.29 2.23 2.17 2.12 2.06 2.01 14.80 CFS 1.96 1.91 1.85 1.80 1.75 1.69 1.64 1.59 15.60 CFS 1.53 1.48 1.43 1.37 1.32 1.27 1.23 1.20 16.40 CFS 1.18 1.15 1.13 1.10 1.08 1.06 1.03 1.01 17.20 CFS .99 .96 .94 .92 .89 .87 .85 .82 18.00 CFS .80 .78 .76 .75 .74 .74 .73 .72 18.80 CFS .72 .71 .70 .69 .69 .68 .67 .67 19.60 CFS .66 .65 .65 .64 .63 .62 .62 .61 20.40 CFS .61 .60 .60 .59 .59 .58 .58 .57 21.20 CFS .56 .56 .55 .55 .54 .54 .53 .53 22.00 CFS .52 .52 .51 .51 .50 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.64 WATERSHED INCHES; 36 CFS-HRS; 3.0 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 14 FLOW(CFS) 3 2 1 1 1 1 0 --- XSECTION 5, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 8.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.50 CFS .48 .50 .53 .55 .57 .60 .65 .72 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 4 11.30 CFS .81 .89 .98 1.36 2.09 2.90 3.77 7.07 12.10 CFS 7.75 4.56 3.33 2.49 1.67 1.15 1.01 .92 12.90 CFS .83 .75 .69 .66 .64 .61 .59 .57 13.70 CFS .55 .52 .50 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.79 WATERSHED INCHES; 8 CFS-HRS; .7 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 11, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.12 4.3 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .48 .53 .65 .95 1.38 1.87 3.03 4.27 12.20 CFS 3.80 2.61 1.93 1.39 .95 .72 .62 .55 13.00 CFS .50 Page 4 NHAMPDET.OUT RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.33 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 1 0 --- XSECTION 12, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 13 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 12.1 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 9.60 CFS .49 .51 .53 .55 .57 .60 .63 .66 10.40 CFS .70 .73 .77 .81 .85 .88 .92 .99 11.20 CFS 1.11 1.23 1.37 1.51 2.01 3.04 4.28 5.64 12.00 CFS 10.11 12.02 8.36 5.94 4.42 3.05 2.10 1.72 12.80 CFS 1.54 1.39 1.24 1.14 1.08 1.04 1.00 .97 13.60 CFS .93 .89 .86 .82 .79 .75 .73 .72 14.40 CFS .70 .68 .66 .65 .63 .61 .59 .58 15.20 CFS .56 .54 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.62 WATERSHED INCHES; 13 CFS-HRS; 1.1 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 5 DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 13, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 14 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 3.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .39 .55 .86 1.22 1.62 3.19 3.57 2.17 12.30 CFS 1.59 1.20 .80 .56 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.59 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 14, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 15 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 15.7 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 9.10 CFS .48 .50 .53 .55 .57 .60 .62 .64 9.90 CFS .67 .69 .73 .77 .81 .86 .90 .95 10.70 CFS 1.00 1.05 1.10 1.15 1.24 1.38 1.55 1.72 11.50 CFS 1.90 2.56 3.91 5.51 7.26 13.30 15.59 10.53 Page 5 NHAMPDET.OUT 12.30 CFS 7.53 5.62 3.86 2.66 2.21 1.98 1.79 1.61 13.10 CFS 1.47 1.40 1.35 1.31 1.26 1.21 1.16 1.12 13.90 CFS 1.07 1.02 .98 .96 .93 .91 .89 .86 14.70 CFS .84 .82 .79 .77 .75 .73 .70 .68 15.50 CFS .66 .64 .61 .59 .57 .54 .53 .51 16.30 CFS .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.37 WATERSHED INCHES; 17 CFS-HRS; 1.4 ACRE-FEET. DURATION(HRS) 2 4 6 7 FLOW(CFS) 1 1 1 0 --- XSECTION 15, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 6 OPERATION RUNOFF XSECTION 16 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 5.1 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.10 CFS .46 .51 .57 .62 .69 .94 1.42 1.94 11.90 CFS 2.53 4.60 4.95 3.08 2.18 1.62 1.09 .75 12.70 CFS .65 .59 .54 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.54 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 4 6 2 FLOW(CFS) 1 1 1 0 --- XSECTION 16, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 17 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 20.8 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 8.30 CFS .48 .51 .53 .56 .59 .62 .64 .67 9.10 CFS .70 .73 .76 .79 .82 .85 .88 .92 9.90 CFS .95 .98 1.02 1.08 1.14 1.20 1.26 1.32 10.70 CFS 1.38 1.45 1.51 1.57 1.70 1.89 2.11 2.34 11.50 CFS 2.59 3.50 5.32 7.45 9.78 17.90 20.53 13.60 12.30 CFS 9.71 7.24 4.95 3.42 2.86 2.57 2.33 2.09 13.10 CFS 1.92 1.83 1.76 1.70 1.64 1.58 1.51 1.45 13.90 CFS 1.39 1.33 1.28 1.24 1.21 1.18 1.15 1.12 14.70 CFS 1.09 1.06 1.03 1.01 .97 .95 .91 .89 15.50 CFS .85 .83 .80 .77 .74 .71 .68 .67 16.30 CFS .65 .64 .63 .61 .60 .59 .57 .56 17.10 CFS .55 .53 .52 .51 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.63 WATERSHED INCHES; 23 CFS-HRS; 1.9 ACRE-FEET. DURATION(HRS) 2 4 6 8 9 FLOW(CFS) 2 1 1 1 0 --- XSECTION 17, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- Page 6 NHAMPDET.OUT OPERATION RUNOFF XSECTION 18 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 7 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 8.5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.60 CFS .50 .52 .55 .57 .60 .65 .73 .82 11.40 CFS .91 1.00 1.39 2.16 3.01 3.94 7.51 8.25 12.20 CFS 4.92 3.59 2.69 1.80 1.25 1.09 1.00 .90 13.00 CFS .81 .74 .72 .69 .67 .64 .62 .59 13.80 CFS .57 .54 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.39 WATERSHED INCHES; 9 CFS-HRS; .7 ACRE-FEET. DURATION(HRS) 2 4 FLOW(CFS) 1 0 --- XSECTION 18, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 19 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 29.2 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 7.70 CFS .50 .52 .54 .55 .58 .61 .65 .68 8.50 CFS .72 .75 .79 .83 .87 .91 .95 .99 9.30 CFS 1.03 1.08 1.12 1.16 1.21 1.25 1.30 1.34 10.10 CFS 1.40 1.48 1.56 1.64 1.73 1.82 1.90 1.99 10.90 CFS 2.08 2.17 2.35 2.62 2.93 3.25 3.59 4.89 11.70 CFS 7.49 10.47 13.73 25.41 28.79 18.52 13.30 9.92 12.50 CFS 6.75 4.67 3.95 3.57 3.23 2.90 2.66 2.54 13.30 CFS 2.45 2.37 2.28 2.19 2.11 2.02 1.94 1.85 14.10 CFS 1.78 1.73 1.69 1.65 1.61 1.57 1.52 1.48 14.90 CFS 1.44 1.40 1.36 1.32 1.27 1.23 1.19 1.15 15.70 CFS 1.11 1.07 1.02 .98 .95 .93 .91 .89 16.50 CFS .87 .85 .84 .82 .80 .78 .76 .74 17.30 CFS .73 .71 .69 .67 .66 .64 .62 .60 18.10 CFS .59 .58 .57 .57 .56 .56 .55 .55 18.90 CFS .54 .54 .53 .53 .52 .51 .51 .50 19.70 CFS .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.56 WATERSHED INCHES; 31 CFS-HRS; 2.6 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 FLOW(CFS) 3 2 1 1 1 0 --- XSECTION 19, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 8 OPERATION ADDHYD XSECTION 20 Page 7 NHAMPDET.OUT PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.11 57.2 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .02 SQ.MI. 6.70 CFS .48 .50 .54 .56 .60 .63 .66 .70 7.50 CFS .73 .77 .80 .84 .88 .91 .96 1.02 8.30 CFS 1.09 1.15 1.22 1.30 1.37 1.45 1.53 1.61 9.10 CFS 1.70 1.78 1.87 1.96 2.05 2.14 2.24 2.33 9.90 CFS 2.43 2.53 2.65 2.80 2.97 3.15 3.33 3.52 10.70 CFS 3.71 3.90 4.10 4.30 4.62 5.12 5.73 6.38 11.50 CFS 7.09 9.17 13.53 19.28 25.99 44.94 57.13 47.36 12.30 CFS 35.91 27.01 19.41 13.66 10.57 8.94 7.89 7.04 13.10 CFS 6.40 5.99 5.72 5.51 5.30 5.11 4.91 4.72 13.90 CFS 4.52 4.33 4.15 4.02 3.92 3.82 3.72 3.63 14.70 CFS 3.53 3.44 3.35 3.25 3.16 3.06 2.97 2.87 15.50 CFS 2.78 2.68 2.59 2.49 2.40 2.30 2.22 2.16 16.30 CFS 2.11 2.07 2.03 1.98 1.94 1.90 1.86 1.82 17.10 CFS 1.78 1.73 1.69 1.65 1.61 1.57 1.53 1.48 17.90 CFS 1.44 1.40 1.36 1.34 1.33 1.31 1.30 1.29 18.70 CFS 1.27 1.26 1.25 1.24 1.22 1.21 1.20 1.19 19.50 CFS 1.17 1.16 1.15 1.14 1.12 1.11 1.10 1.09 20.30 CFS 1.08 1.07 1.06 1.05 1.04 1.03 1.02 1.02 21.10 CFS 1.01 1.00 .99 .98 .96 .96 .95 .94 21.90 CFS .93 .92 .91 .90 .89 .88 .87 .87 22.70 CFS .85 .84 .84 .83 .81 .81 .80 .79 23.50 CFS .78 .77 .76 .75 .74 .73 .38 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.03 WATERSHED INCHES; 68 CFS-HRS; 5.6 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 14 16 FLOW(CFS) 6 4 2 2 1 1 1 1 DURATION(HRS) 17 FLOW(CFS) 0 --- XSECTION 20, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 31 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.19 22.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 8.90 CFS .48 .51 .54 .57 .61 .64 .68 .72 9.70 CFS .76 .80 .84 .88 .92 .98 1.04 1.11 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 9 10.50 CFS 1.18 1.26 1.34 1.42 1.50 1.58 1.68 1.83 11.30 CFS 2.05 2.30 2.57 3.03 4.15 6.10 8.58 13.06 12.10 CFS 20.20 22.53 18.20 13.78 10.33 7.38 5.33 4.23 12.90 CFS 3.62 3.21 2.88 2.64 2.49 2.39 2.30 2.21 13.70 CFS 2.13 2.05 1.97 1.89 1.81 1.74 1.69 1.65 14.50 CFS 1.60 1.56 1.52 1.49 1.45 1.41 1.37 1.33 15.30 CFS 1.29 1.25 1.21 1.17 1.13 1.09 1.04 1.00 16.10 CFS .97 .93 .91 .89 .87 .85 .84 .82 16.90 CFS .80 .78 .77 .75 .73 .71 .70 .68 17.70 CFS .66 .64 .62 .61 .59 .58 .57 .56 18.50 CFS .56 .55 .55 .54 .53 .53 .52 .52 19.30 CFS .51 .51 .50 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.64 WATERSHED INCHES; 27 CFS-HRS; 2.3 ACRE-FEET. Page 8 NHAMPDET.OUT DURATION(HRS) 2 4 6 8 10 11 FLOW(CFS) 2 1 1 1 1 0 --- XSECTION 31, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RESVOR STRUCTURE 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.27 20.4 114.96 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 6.70 CFS .00 .01 .01 .01 .01 .01 .01 .01 6.70 ELEV 111.50 111.63 111.65 111.68 111.70 111.73 111.76 111.80 7.50 CFS .01 .01 .02 .02 .02 .02 .02 .02 7.50 ELEV 111.83 111.87 111.91 111.95 112.00 112.02 112.05 112.08 8.30 CFS .02 .02 .03 .03 .03 .03 .03 .03 8.30 ELEV 112.11 112.15 112.18 112.22 112.26 112.31 112.36 112.41 9.10 CFS .03 .04 .04 .04 .04 .04 .05 .05 9.10 ELEV 112.47 112.53 112.59 112.66 112.73 112.80 112.88 112.96 9.90 CFS .05 .05 .06 .06 .06 .06 .07 .07 9.90 ELEV 113.02 113.07 113.12 113.17 113.22 113.28 113.34 113.40 10.70 CFS .07 .08 .08 .09 .09 .09 .10 .11 10.70 ELEV 113.47 113.54 113.62 113.70 113.79 113.88 113.98 114.06 11.50 CFS .11 .12 .13 .90 5.62 9.43 14.71 19.59 11.50 ELEV 114.14 114.24 114.36 114.52 114.62 114.71 114.83 114.94 12.30 CFS 20.16 17.10 13.40 10.07 7.35 5.46 4.34 3.66 12.30 ELEV 114.96 114.89 114.80 114.73 114.66 114.62 114.60 114.58 13.10 CFS 3.21 2.88 2.65 2.50 2.38 2.29 2.20 2.12 13.10 ELEV 114.57 114.56 114.56 114.55 114.55 114.55 114.55 114.55 13.90 CFS 2.04 1.96 1.88 1.80 1.74 1.69 1.64 1.60 13.90 ELEV 114.54 114.54 114.54 114.54 114.54 114.54 114.53 114.53 14.70 CFS 1.56 1.52 1.48 1.44 1.40 1.36 1.32 1.28 14.70 ELEV 114.53 114.53 114.53 114.53 114.53 114.53 114.53 114.53 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 10 15.50 CFS 1.24 1.20 1.16 1.12 1.08 1.04 1.00 .96 15.50 ELEV 114.53 114.52 114.52 114.52 114.52 114.52 114.52 114.52 16.30 CFS .93 .91 .89 .87 .85 .83 .82 .80 16.30 ELEV 114.52 114.52 114.52 114.52 114.52 114.52 114.52 114.51 17.10 CFS .78 .76 .75 .73 .71 .69 .68 .66 17.10 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 17.90 CFS .64 .62 .60 .59 .58 .57 .56 .56 17.90 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 18.70 CFS .55 .54 .54 .53 .53 .52 .52 .51 18.70 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 19.50 CFS .51 .50 .50 .49 .49 .48 .48 .47 19.50 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 20.30 CFS .47 .46 .46 .45 .45 .45 .44 .44 20.30 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 21.10 CFS .43 .43 .43 .42 .42 .41 .41 .41 21.10 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 21.90 CFS .40 .40 .39 .39 .39 .38 .38 .37 21.90 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 22.70 CFS .37 .37 .36 .36 .35 .35 .35 .34 22.70 ELEV 114.51 114.51 114.51 114.50 114.50 114.50 114.50 114.50 23.50 CFS .34 .33 .33 .33 .32 .32 .30 .22 23.50 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 24.30 CFS .14 .14 .14 .14 .14 .14 .14 .14 24.30 ELEV 114.50 114.50 114.49 114.49 114.48 114.48 114.47 114.47 25.10 CFS .14 .14 .14 .14 .14 .14 .13 .13 25.10 ELEV 114.46 114.46 114.45 114.45 114.44 114.44 114.43 114.43 25.90 CFS .13 .13 .13 .13 .13 .13 .13 .13 25.90 ELEV 114.42 114.42 114.41 114.41 114.41 114.40 114.40 114.39 Page 9 NHAMPDET.OUT 26.70 CFS .13 .13 .13 .13 .13 .13 .13 .13 26.70 ELEV 114.39 114.38 114.38 114.37 114.37 114.36 114.36 114.35 27.50 CFS .13 .13 .13 .13 .13 .13 .13 .13 27.50 ELEV 114.35 114.35 114.34 114.34 114.33 114.33 114.32 114.32 28.30 CFS .13 .12 .12 .12 .12 .12 .12 .12 28.30 ELEV 114.31 114.31 114.31 114.30 114.30 114.29 114.29 114.28 29.10 CFS .12 .12 .12 .12 .12 .12 .12 .12 29.10 ELEV 114.28 114.28 114.27 114.27 114.26 114.26 114.25 114.25 29.90 CFS .12 .12 .12 .12 .12 .12 .12 .12 29.90 ELEV 114.25 114.24 114.24 114.23 114.23 114.22 114.22 114.22 30.70 CFS .12 .12 .12 .12 .12 .12 .12 .11 30.70 ELEV 114.21 114.21 114.20 114.20 114.20 114.19 114.19 114.18 31.50 CFS .11 .11 .11 .11 .11 .11 .11 .11 31.50 ELEV 114.18 114.18 114.17 114.17 114.16 114.16 114.16 114.15 32.30 CFS .11 .11 .11 .11 .11 .11 .11 .11 32.30 ELEV 114.15 114.14 114.14 114.14 114.13 114.13 114.12 114.12 33.10 CFS .11 .11 .11 .11 .11 .11 .11 .11 33.10 ELEV 114.12 114.11 114.11 114.11 114.10 114.10 114.09 114.09 33.90 CFS .11 .11 .11 .11 .11 .11 .11 .10 33.90 ELEV 114.09 114.08 114.08 114.08 114.07 114.07 114.06 114.06 34.70 CFS .10 .10 .10 .10 .10 .10 .10 .10 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 11 34.70 ELEV 114.06 114.05 114.05 114.05 114.04 114.04 114.04 114.03 35.50 CFS .10 .10 .10 .10 .10 .10 .10 .10 35.50 ELEV 114.03 114.02 114.02 114.02 114.01 114.01 114.01 114.00 36.30 CFS .10 .10 .10 .10 .10 .10 .10 .10 36.30 ELEV 114.00 113.99 113.99 113.98 113.98 113.97 113.97 113.96 37.10 CFS .10 .10 .10 .10 .10 .10 .10 .10 37.10 ELEV 113.96 113.95 113.94 113.94 113.93 113.93 113.92 113.92 37.90 CFS .10 .10 .10 .09 .09 .09 .09 .09 37.90 ELEV 113.91 113.91 113.90 113.90 113.89 113.89 113.88 113.87 38.70 CFS .09 .09 .09 .09 .09 .09 .09 .09 38.70 ELEV 113.87 113.86 113.86 113.85 113.85 113.84 113.84 113.83 39.50 CFS .09 .09 .09 .09 .09 .09 .09 .09 39.50 ELEV 113.83 113.82 113.82 113.81 113.81 113.80 113.80 113.79 40.30 CFS .09 .09 .09 .09 .09 .09 .09 .09 40.30 ELEV 113.79 113.78 113.78 113.77 113.77 113.76 113.76 113.75 41.10 CFS .09 .09 .09 .09 .09 .09 .09 .09 41.10 ELEV 113.75 113.74 113.74 113.73 113.73 113.72 113.72 113.71 41.90 CFS .09 .09 .08 .08 .08 .08 .08 .08 41.90 ELEV 113.71 113.70 113.70 113.70 113.69 113.69 113.68 113.68 42.70 CFS .08 .08 .08 .08 .08 .08 .08 .08 42.70 ELEV 113.67 113.67 113.66 113.66 113.65 113.65 113.64 113.64 43.50 CFS .08 .08 .08 .08 .08 .08 .08 .08 43.50 ELEV 113.63 113.63 113.63 113.62 113.62 113.61 113.61 113.60 44.30 CFS .08 .08 .08 .08 .08 .08 .08 44.30 ELEV 113.60 113.59 113.59 113.59 113.58 113.58 113.57 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.21 WATERSHED INCHES; 25 CFS-HRS; 2.1 ACRE-FEET. DURATION(HRS) 2 4 6 8 FLOW(CFS) 2 1 1 0 --- STRUCTURE 1, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 32 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 3.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .47 .52 .70 1.06 1.47 1.92 3.44 3.71 Page 10 NHAMPDET.OUT 12.20 CFS 2.31 1.64 1.22 .82 .56 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.60 WATERSHED INCHES; 4 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 6 1 FLOW(CFS) 2 1 1 0 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 12 --- XSECTION 32, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 33 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.25 22.3 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.20 CFS .48 .53 .57 .63 .82 1.19 2.37 7.54 12.00 CFS 12.87 18.42 21.90 21.80 18.32 14.22 10.63 7.83 12.80 CFS 5.91 4.74 4.02 3.54 3.20 2.96 2.79 2.67 13.60 CFS 2.57 2.47 2.37 2.28 2.19 2.10 2.02 1.95 14.40 CFS 1.89 1.84 1.80 1.75 1.70 1.66 1.61 1.57 15.20 CFS 1.52 1.48 1.43 1.39 1.34 1.30 1.25 1.21 16.00 CFS 1.16 1.12 1.08 1.05 1.02 1.00 .98 .96 16.80 CFS .94 .92 .90 .88 .86 .84 .82 .80 17.60 CFS .78 .76 .74 .72 .70 .68 .66 .65 18.40 CFS .64 .63 .62 .62 .61 .61 .60 .59 19.20 CFS .59 .58 .58 .57 .56 .56 .55 .55 20.00 CFS .54 .53 .53 .52 .52 .51 .51 .51 20.80 CFS .50 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.39 WATERSHED INCHES; 29 CFS-HRS; 2.4 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 FLOW(CFS) 2 1 1 1 0 --- XSECTION 33, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 34 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 5.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.30 CFS .45 .51 .57 .71 1.05 1.55 2.14 3.55 12.10 CFS 5.08 4.61 3.21 2.39 1.72 1.19 .89 .77 12.90 CFS .69 .63 .57 .53 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.52 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 4 6 8 2 FLOW(CFS) 2 1 1 1 0 --- XSECTION 34, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 13 Page 11 NHAMPDET.OUT OPERATION ADDHYD XSECTION 35 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.22 26.6 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.20 CFS .50 .53 .55 .58 .61 .65 .68 .71 11.00 CFS .74 .80 .88 .98 1.08 1.20 1.53 2.24 11.80 CFS 3.92 9.68 16.41 23.50 26.50 25.01 20.71 15.94 12.60 CFS 11.82 8.73 6.68 5.43 4.65 4.11 3.73 3.47 13.40 CFS 3.28 3.14 3.02 2.91 2.80 2.69 2.58 2.47 14.20 CFS 2.38 2.30 2.23 2.18 2.12 2.07 2.01 1.96 15.00 CFS 1.91 1.85 1.80 1.75 1.69 1.64 1.58 1.53 15.80 CFS 1.48 1.42 1.37 1.32 1.27 1.24 1.21 1.18 16.60 CFS 1.15 1.13 1.11 1.08 1.06 1.04 1.01 .99 17.40 CFS .96 .94 .92 .89 .87 .85 .82 .80 18.20 CFS .78 .77 .76 .75 .74 .73 .73 .72 19.00 CFS .71 .70 .70 .69 .68 .68 .67 .66 19.80 CFS .66 .65 .64 .63 .63 .62 .62 .61 20.60 CFS .60 .60 .59 .59 .58 .58 .57 .57 21.40 CFS .56 .56 .55 .55 .54 .54 .53 .52 22.20 CFS .52 .51 .51 .50 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 5.41 WATERSHED INCHES; 35 CFS-HRS; 2.9 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 12 FLOW(CFS) 3 2 1 1 1 1 0 --- XSECTION 35, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 41 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 6.7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.70 CFS .49 .51 .53 .55 .59 .66 .73 .81 11.50 CFS .89 1.22 1.85 2.56 3.35 6.02 6.52 4.07 12.30 CFS 2.89 2.15 1.44 1.00 .86 .79 .71 .64 13.10 CFS .59 .56 .54 .52 .50 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.26 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 14 --- XSECTION 41, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 42 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.12 4.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. Page 12 NHAMPDET.OUT 11.30 CFS .45 .50 .55 .68 .99 1.44 1.94 3.12 12.10 CFS 4.37 3.88 2.66 1.97 1.41 .96 .73 .62 12.90 CFS .56 .50 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.56 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 1 0 --- XSECTION 42, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 43 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 10.9 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 9.50 CFS .49 .51 .52 .54 .56 .57 .60 .63 10.30 CFS .66 .69 .73 .76 .79 .83 .86 .90 11.10 CFS .96 1.06 1.18 1.31 1.44 1.90 2.84 4.00 11.90 CFS 5.29 9.15 10.89 7.95 5.55 4.11 2.85 1.96 12.70 CFS 1.59 1.41 1.27 1.14 1.05 .99 .95 .92 13.50 CFS .88 .85 .82 .78 .75 .72 .69 .67 14.30 CFS .65 .64 .62 .61 .59 .57 .56 .54 15.10 CFS .52 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.96 WATERSHED INCHES; 13 CFS-HRS; 1.0 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 43, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 44 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 4.7 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 15 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.30 CFS .49 .54 .59 .82 1.25 1.72 2.22 4.19 12.10 CFS 4.53 2.69 1.95 1.45 .97 .67 .59 .54 12.90 CFS .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.00 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 2 FLOW(CFS) 1 1 0 --- XSECTION 44, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RESVOR STRUCTURE 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 4.6 113.84 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 Page 13 NHAMPDET.OUT HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 4.00 CFS .00 .01 .01 .01 .01 .01 .01 .01 4.00 ELEV 110.70 110.86 110.88 110.89 110.91 110.93 110.94 110.96 4.80 CFS .01 .01 .01 .01 .01 .01 .01 .01 4.80 ELEV 110.98 111.00 111.01 111.02 111.04 111.05 111.06 111.08 5.60 CFS .01 .01 .01 .01 .01 .01 .01 .01 5.60 ELEV 111.09 111.11 111.12 111.14 111.16 111.17 111.19 111.21 6.40 CFS .01 .01 .01 .01 .01 .01 .01 .01 6.40 ELEV 111.23 111.25 111.28 111.30 111.32 111.35 111.38 111.40 7.20 CFS .01 .01 .01 .02 .02 .02 .02 .02 7.20 ELEV 111.43 111.46 111.49 111.53 111.56 111.59 111.63 111.67 8.00 CFS .02 .02 .02 .02 .02 .02 .02 .02 8.00 ELEV 111.70 111.74 111.79 111.83 111.88 111.93 111.98 112.02 8.80 CFS .02 .02 .02 .02 .02 .02 .02 .02 8.80 ELEV 112.05 112.08 112.11 112.15 112.18 112.22 112.26 112.30 9.60 CFS .02 .02 .02 .02 .03 .03 .03 .03 9.60 ELEV 112.34 112.39 112.43 112.48 112.53 112.58 112.63 112.69 10.40 CFS .03 .03 .03 .03 .03 .03 .03 .03 10.40 ELEV 112.75 112.81 112.87 112.94 113.01 113.06 113.11 113.16 11.20 CFS .03 .03 .04 .04 .04 .19 1.98 1.97 11.20 ELEV 113.22 113.29 113.37 113.45 113.56 113.70 113.76 113.76 12.00 CFS 3.67 4.62 3.22 1.97 1.60 1.07 .73 .59 12.00 ELEV 113.81 113.83 113.79 113.76 113.75 113.73 113.72 113.72 12.80 CFS .55 .50 .45 .41 .39 .37 .36 .35 12.80 ELEV 113.72 113.71 113.71 113.71 113.71 113.71 113.71 113.71 13.60 CFS .33 .32 .31 .30 .28 .27 .26 .26 13.60 ELEV 113.71 113.71 113.71 113.71 113.71 113.71 113.71 113.71 14.40 CFS .25 .24 .24 .23 .23 .22 .21 .21 14.40 ELEV 113.71 113.71 113.71 113.71 113.71 113.71 113.71 113.70 15.20 CFS .20 .19 .19 .18 .17 .17 .16 .16 15.20 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 16 16.00 CFS .15 .14 .14 .14 .14 .13 .13 .13 16.00 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 16.80 CFS .12 .12 .12 .12 .11 .11 .11 .10 16.80 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 17.60 CFS .10 .10 .10 .09 .09 .09 .09 .09 17.60 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 18.40 CFS .09 .09 .08 .08 .08 .08 .08 .08 18.40 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 19.20 CFS .08 .08 .08 .08 .08 .08 .07 .07 19.20 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 20.00 CFS .07 .07 .07 .07 .07 .07 .07 .07 20.00 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 20.80 CFS .07 .07 .07 .07 .06 .06 .06 .06 20.80 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 21.60 CFS .06 .06 .06 .06 .06 .06 .06 .06 21.60 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 22.40 CFS .06 .06 .06 .06 .06 .05 .05 .05 22.40 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 23.20 CFS .05 .05 .05 .05 .05 .05 .05 .05 23.20 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 24.00 CFS .05 .04 .04 .04 .04 .04 .04 .04 24.00 ELEV 113.70 113.70 113.69 113.69 113.68 113.67 113.67 113.66 24.80 CFS .04 .04 .04 .04 .04 .04 .04 .04 24.80 ELEV 113.65 113.65 113.64 113.64 113.63 113.62 113.62 113.61 25.60 CFS .04 .04 .04 .04 .04 .04 .04 .04 25.60 ELEV 113.60 113.60 113.59 113.59 113.58 113.57 113.57 113.56 26.40 CFS .04 .04 .04 .04 .04 .04 .04 .04 26.40 ELEV 113.56 113.55 113.54 113.54 113.53 113.52 113.52 113.51 27.20 CFS .04 .04 .04 .04 .04 .04 .04 .04 27.20 ELEV 113.51 113.50 113.50 113.49 113.48 113.48 113.47 113.47 28.00 CFS .04 .04 .04 .04 .04 .04 .04 .04 28.00 ELEV 113.46 113.45 113.45 113.44 113.44 113.43 113.43 113.42 28.80 CFS .04 .04 .04 .04 .04 .04 .04 .04 Page 14 NHAMPDET.OUT 28.80 ELEV 113.41 113.41 113.40 113.40 113.39 113.39 113.38 113.37 29.60 CFS .04 .04 .04 .04 .03 .03 .03 .03 29.60 ELEV 113.37 113.36 113.36 113.35 113.35 113.34 113.33 113.33 30.40 CFS .03 .03 .03 .03 .03 .03 .03 .03 30.40 ELEV 113.32 113.32 113.31 113.31 113.30 113.30 113.29 113.28 31.20 CFS .03 .03 .03 .03 .03 .03 .03 .03 31.20 ELEV 113.28 113.27 113.27 113.26 113.26 113.25 113.25 113.24 32.00 CFS .03 .03 .03 .03 .03 .03 .03 .03 32.00 ELEV 113.24 113.23 113.23 113.22 113.22 113.21 113.20 113.20 32.80 CFS .03 .03 .03 .03 .03 .03 .03 .03 32.80 ELEV 113.19 113.19 113.18 113.18 113.17 113.17 113.16 113.16 33.60 CFS .03 .03 .03 .03 .03 .03 .03 .03 33.60 ELEV 113.15 113.15 113.14 113.14 113.13 113.13 113.12 113.12 34.40 CFS .03 .03 .03 .03 .03 .03 .03 .03 34.40 ELEV 113.11 113.11 113.10 113.10 113.09 113.09 113.08 113.08 35.20 CFS .03 .03 .03 .03 .03 .03 .03 .03 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 17 35.20 ELEV 113.07 113.07 113.06 113.06 113.05 113.05 113.04 113.04 36.00 CFS .03 .03 .03 .03 .03 .03 .03 .03 36.00 ELEV 113.03 113.03 113.02 113.02 113.01 113.01 113.00 113.00 36.80 CFS .03 .03 .03 .03 .03 .03 .03 .03 36.80 ELEV 112.99 112.98 112.98 112.97 112.96 112.96 112.95 112.94 37.60 CFS .03 .03 .03 .03 .03 .03 .03 .03 37.60 ELEV 112.93 112.93 112.92 112.91 112.91 112.90 112.89 112.89 38.40 CFS .03 .03 .03 .03 .03 .03 .03 .03 38.40 ELEV 112.88 112.87 112.87 112.86 112.85 112.85 112.84 112.83 39.20 CFS .03 .03 .03 .03 .03 .03 .03 .03 39.20 ELEV 112.82 112.82 112.81 112.80 112.80 112.79 112.78 112.78 40.00 CFS .03 .03 .03 .03 .03 .03 .03 .03 40.00 ELEV 112.77 112.76 112.76 112.75 112.75 112.74 112.73 112.73 40.80 CFS .03 .03 .03 .03 .03 .03 .03 .03 40.80 ELEV 112.72 112.71 112.71 112.70 112.69 112.69 112.68 112.67 41.60 CFS .03 .03 41.60 ELEV 112.67 112.66 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.18 WATERSHED INCHES; 4 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- STRUCTURE 2, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 45 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 15.6 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 9.40 CFS .49 .51 .53 .55 .56 .58 .60 .62 10.20 CFS .65 .69 .72 .75 .79 .82 .86 .89 11.00 CFS .93 .99 1.10 1.22 1.34 1.48 1.94 3.03 11.80 CFS 5.97 7.26 12.82 15.51 11.17 7.52 5.71 3.92 12.60 CFS 2.69 2.18 1.96 1.77 1.59 1.45 1.38 1.33 13.40 CFS 1.28 1.23 1.19 1.14 1.09 1.05 1.00 .96 14.20 CFS .93 .91 .89 .87 .84 .82 .80 .78 15.00 CFS .75 .73 .71 .69 .66 .64 .62 .60 15.80 CFS .57 .55 .53 .51 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.77 WATERSHED INCHES; 17 CFS-HRS; 1.4 ACRE-FEET. DURATION(HRS) 2 4 6 7 Page 15 NHAMPDET.OUT FLOW(CFS) 1 1 1 0 --- XSECTION 45, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 18 OPERATION RUNOFF XSECTION 46 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 6.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.00 CFS .49 .53 .59 .65 .72 .79 1.09 1.65 11.80 CFS 2.26 2.95 5.34 5.87 3.51 2.53 1.88 1.27 12.60 CFS .88 .76 .69 .63 .56 .52 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 7.42 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 1 0 --- XSECTION 46, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 47 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 21.5 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 8.20 CFS .48 .50 .52 .55 .57 .60 .62 .65 9.00 CFS .67 .70 .72 .75 .77 .80 .82 .85 9.80 CFS .87 .90 .93 .96 1.01 1.06 1.11 1.16 10.60 CFS 1.21 1.26 1.32 1.37 1.42 1.52 1.69 1.87 11.40 CFS 2.06 2.27 3.03 4.68 8.23 10.21 18.16 21.38 12.20 CFS 14.68 10.05 7.59 5.19 3.58 2.94 2.65 2.39 13.00 CFS 2.15 1.97 1.87 1.80 1.74 1.68 1.61 1.55 13.80 CFS 1.48 1.42 1.36 1.31 1.27 1.24 1.21 1.18 14.60 CFS 1.15 1.12 1.09 1.05 1.02 .99 .96 .93 15.40 CFS .90 .87 .84 .81 .78 .75 .72 .70 16.20 CFS .68 .66 .65 .64 .62 .61 .60 .58 17.00 CFS .57 .56 .54 .53 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.94 WATERSHED INCHES; 24 CFS-HRS; 2.0 ACRE-FEET. DURATION(HRS) 2 4 6 8 9 FLOW(CFS) 2 1 1 1 0 --- XSECTION 47, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 48 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 19 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 7.9 (RUNOFF) Page 16 NHAMPDET.OUT HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.60 CFS .50 .52 .55 .57 .59 .64 .72 .80 11.40 CFS .89 .97 1.35 2.08 2.88 3.75 7.05 7.73 12.20 CFS 4.55 3.32 2.48 1.66 1.15 1.01 .92 .83 13.00 CFS .75 .69 .66 .64 .61 .59 .57 .55 13.80 CFS .52 .50 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.76 WATERSHED INCHES; 8 CFS-HRS; .7 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 48, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 49 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 29.4 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 7.40 CFS .50 .52 .53 .55 .56 .58 .60 .62 8.20 CFS .65 .68 .72 .75 .79 .82 .85 .89 9.00 CFS .93 .96 1.00 1.03 1.07 1.11 1.15 1.18 9.80 CFS 1.22 1.26 1.30 1.35 1.42 1.49 1.56 1.64 10.60 CFS 1.71 1.78 1.86 1.94 2.02 2.16 2.40 2.67 11.40 CFS 2.95 3.25 4.38 6.76 11.12 13.96 25.21 29.11 12.20 CFS 19.23 13.37 10.07 6.86 4.73 3.95 3.57 3.22 13.00 CFS 2.90 2.65 2.53 2.44 2.35 2.27 2.18 2.09 13.80 CFS 2.01 1.92 1.84 1.77 1.72 1.68 1.63 1.59 14.60 CFS 1.55 1.51 1.47 1.43 1.39 1.34 1.30 1.26 15.40 CFS 1.22 1.18 1.14 1.10 1.06 1.01 .97 .94 16.20 CFS .92 .90 .88 .86 .84 .83 .81 .79 17.00 CFS .77 .76 .74 .72 .70 .68 .66 .65 17.80 CFS .63 .61 .59 .58 .57 .57 .56 .56 18.60 CFS .55 .54 .54 .53 .53 .52 .52 .51 19.40 CFS .51 .50 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.89 WATERSHED INCHES; 32 CFS-HRS; 2.6 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 12 FLOW(CFS) 2 2 1 1 1 1 0 --- XSECTION 49, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 1 JOB NO. 1 PAGE 20 OPERATION ADDHYD XSECTION 50 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.11 52.7 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =99 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .02 SQ.MI. 6.70 CFS .49 .51 .53 .55 .58 .60 .62 .64 7.50 CFS .67 .69 .71 .73 .76 .78 .81 .85 8.30 CFS .90 .94 .99 1.03 1.08 1.13 1.18 1.23 9.10 CFS 1.28 1.33 1.38 1.43 1.48 1.53 1.59 1.64 9.90 CFS 1.70 1.75 1.82 1.91 2.01 2.12 2.22 2.32 10.70 CFS 2.43 2.54 2.65 2.76 2.96 3.28 3.65 4.03 Page 17 NHAMPDET.OUT 11.50 CFS 4.44 5.91 9.00 15.03 23.64 41.62 52.61 45.74 12.30 CFS 38.38 30.78 22.80 16.55 12.67 10.25 8.66 7.54 13.10 CFS 6.76 6.26 5.91 5.64 5.41 5.20 5.00 4.80 13.90 CFS 4.61 4.41 4.24 4.10 3.97 3.87 3.77 3.67 14.70 CFS 3.58 3.48 3.39 3.29 3.20 3.10 3.01 2.91 15.50 CFS 2.82 2.72 2.63 2.53 2.44 2.34 2.26 2.19 16.30 CFS 2.14 2.09 2.04 2.00 1.96 1.92 1.88 1.83 17.10 CFS 1.79 1.75 1.71 1.67 1.63 1.58 1.54 1.50 17.90 CFS 1.46 1.41 1.38 1.35 1.33 1.32 1.30 1.29 18.70 CFS 1.28 1.27 1.25 1.24 1.23 1.22 1.20 1.19 19.50 CFS 1.18 1.17 1.15 1.14 1.13 1.12 1.10 1.09 20.30 CFS 1.08 1.07 1.06 1.05 1.04 1.04 1.02 1.02 21.10 CFS 1.01 1.00 .99 .98 .97 .96 .95 .94 21.90 CFS .93 .92 .91 .90 .89 .88 .87 .87 22.70 CFS .86 .85 .84 .83 .82 .81 .80 .79 23.50 CFS .78 .77 .76 .75 .74 .73 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 6.02 WATERSHED INCHES; 67 CFS-HRS; 5.5 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 14 16 FLOW(CFS) 5 3 2 2 1 1 1 1 DURATION(HRS) 17 FLOW(CFS) 0 --- XSECTION 50, ALTERNATE 24, STORM 99, HYDROGRAPH ADDED TO READHD FILE --- EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 1 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 21 EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 50 24-HOUR STARTING TIME = .00 RAIN DEPTH = 4.94 RAIN DURATION = 1.00 ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS ALTERNATE NO. =24 STORM NO. =10 RAIN TABLE NO. = 4 OPERATION RUNOFF XSECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.19 11.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.70 CFS .47 .51 .55 .59 .64 .71 .81 .92 11.50 CFS 1.05 1.26 1.77 2.68 3.89 6.17 9.92 11.40 12.30 CFS 9.40 7.24 5.50 3.97 2.88 2.30 1.98 1.76 13.10 CFS 1.58 1.45 1.37 1.32 1.27 1.23 1.18 1.14 13.90 CFS 1.09 1.05 1.01 .97 .94 .92 .90 .87 14.70 CFS .85 .83 .81 .79 .77 .74 .72 .70 15.50 CFS .68 .66 .63 .61 .59 .57 .55 .53 16.30 CFS .51 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.79 WATERSHED INCHES; 14 CFS-HRS; 1.1 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 1, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 2 Page 18 NHAMPDET.OUT PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .41 .63 .88 1.14 2.12 2.31 1.37 .99 12.40 CFS .74 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.34 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 2, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 3 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 22 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.17 12.9 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.30 CFS .47 .51 .55 .59 .63 .68 .73 .77 11.10 CFS .84 .93 1.05 1.19 1.35 1.68 2.41 3.55 11.90 CFS 5.02 8.29 12.23 12.76 10.39 7.99 5.99 4.31 12.70 CFS 3.18 2.57 2.23 1.98 1.78 1.65 1.56 1.50 13.50 CFS 1.45 1.39 1.34 1.29 1.24 1.19 1.14 1.10 14.30 CFS 1.07 1.05 1.02 1.00 .97 .95 .92 .90 15.10 CFS .87 .85 .82 .80 .77 .74 .72 .69 15.90 CFS .67 .64 .62 .60 .58 .57 .56 .55 16.70 CFS .54 .53 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.96 WATERSHED INCHES; 16 CFS-HRS; 1.3 ACRE-FEET. DURATION(HRS) 2 4 6 7 FLOW(CFS) 1 1 1 0 --- XSECTION 3, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 4 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 2.7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.70 CFS .48 .73 1.03 1.78 2.63 2.44 1.73 1.31 12.50 CFS .95 .66 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.84 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 6 1 FLOW(CFS) 1 1 1 0 --- XSECTION 4, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 5 Page 19 NHAMPDET.OUT PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.16 15.5 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.10 CFS .47 .51 .55 .59 .64 .69 .74 .80 10.90 CFS .85 .91 .99 1.10 1.25 1.41 1.60 2.00 11.70 CFS 2.89 4.28 6.06 10.07 14.86 15.20 12.12 9.29 12.50 CFS 6.94 4.97 3.68 3.00 2.61 2.33 2.10 1.95 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 23 13.30 CFS 1.85 1.78 1.71 1.65 1.59 1.53 1.47 1.41 14.10 CFS 1.35 1.31 1.27 1.24 1.21 1.18 1.15 1.12 14.90 CFS 1.09 1.06 1.03 1.00 .97 .94 .91 .88 15.70 CFS .85 .82 .79 .76 .73 .71 .69 .68 16.50 CFS .66 .65 .64 .62 .61 .60 .58 .57 17.30 CFS .56 .54 .53 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.94 WATERSHED INCHES; 19 CFS-HRS; 1.6 ACRE-FEET. DURATION(HRS) 2 4 6 8 FLOW(CFS) 2 1 1 0 --- XSECTION 5, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 4.7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .49 .55 .77 1.19 1.66 2.17 4.17 4.58 12.20 CFS 2.75 2.01 1.50 1.01 .70 .61 .56 .51 13.00 CFS .45 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.90 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 6 2 FLOW(CFS) 2 1 1 0 --- XSECTION 11, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 2.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .34 .50 .74 1.02 1.68 2.41 2.18 1.52 12.40 CFS 1.13 .81 .56 .42 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.49 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 6 1 FLOW(CFS) 2 1 1 0 --- XSECTION 12, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 Page 20 NHAMPDET.OUT TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 24 OPERATION ADDHYD XSECTION 13 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 7.0 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.00 CFS .49 .53 .59 .66 .74 .82 1.11 1.69 11.80 CFS 2.40 3.19 5.86 6.99 4.93 3.52 2.63 1.82 12.60 CFS 1.26 1.03 .92 .83 .75 .69 .65 .63 13.40 CFS .61 .58 .56 .54 .52 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.74 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 13, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 14 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 1.9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.70 CFS .41 .59 .81 1.64 1.90 1.17 .88 .66 12.50 CFS .45 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.89 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 14, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 15 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 9.0 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.70 CFS .49 .52 .55 .58 .63 .71 .80 .89 11.50 CFS .99 1.36 2.09 2.99 4.00 7.50 8.90 6.10 12.30 CFS 4.40 3.30 2.27 1.57 1.31 1.17 1.06 .95 13.10 CFS .88 .83 .80 .78 .75 .72 .69 .67 13.90 CFS .64 .61 .59 .57 .56 .54 .53 .52 14.70 CFS .50 .49 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 25 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.54 WATERSHED INCHES; 9 CFS-HRS; .8 ACRE-FEET. Page 21 NHAMPDET.OUT DURATION(HRS) 2 4 FLOW(CFS) 1 0 --- XSECTION 15, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 16 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 3.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .42 .58 .88 1.21 1.59 2.84 3.11 1.89 12.30 CFS 1.35 1.01 .68 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.61 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 16, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 17 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 12.1 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.00 CFS .50 .52 .55 .59 .62 .66 .69 .73 10.80 CFS .77 .80 .84 .91 1.02 1.15 1.28 1.41 11.60 CFS 1.94 2.97 4.20 5.59 10.34 12.01 7.99 5.75 12.40 CFS 4.30 2.95 2.05 1.71 1.54 1.40 1.25 1.15 13.20 CFS 1.10 1.06 1.02 .99 .95 .91 .88 .84 14.00 CFS .80 .77 .75 .73 .71 .70 .68 .66 14.80 CFS .64 .62 .61 .59 .57 .55 .54 .52 15.60 CFS .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.78 WATERSHED INCHES; 13 CFS-HRS; 1.1 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 17, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 26 OPERATION RUNOFF XSECTION 18 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 4.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .47 .53 .74 1.15 1.64 2.19 4.23 4.75 12.20 CFS 2.86 2.10 1.58 1.07 .74 .65 .59 .54 13.00 CFS .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.55 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. Page 22 NHAMPDET.OUT DURATION(HRS) 2 4 2 FLOW(CFS) 1 1 0 --- XSECTION 18, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 19 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 17.0 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 9.30 CFS .49 .51 .54 .56 .59 .61 .64 .67 10.10 CFS .70 .74 .79 .84 .88 .93 .99 1.04 10.90 CFS 1.09 1.14 1.24 1.40 1.57 1.75 1.94 2.68 11.70 CFS 4.13 5.84 7.77 14.57 16.75 10.85 7.86 5.89 12.50 CFS 4.02 2.79 2.36 2.13 1.93 1.74 1.59 1.52 13.30 CFS 1.47 1.42 1.37 1.32 1.27 1.22 1.16 1.11 14.10 CFS 1.07 1.04 1.02 .99 .97 .94 .92 .89 14.90 CFS .87 .84 .82 .79 .77 .74 .72 .69 15.70 CFS .67 .64 .62 .59 .58 .56 .55 .54 16.50 CFS .53 .52 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.71 WATERSHED INCHES; 18 CFS-HRS; 1.5 ACRE-FEET. DURATION(HRS) 2 4 6 7 FLOW(CFS) 1 1 1 0 --- XSECTION 19, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 20 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.11 31.6 (NULL) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 27 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .02 SQ.MI. 8.60 CFS .48 .52 .55 .59 .63 .67 .72 .76 9.40 CFS .81 .85 .90 .95 1.00 1.05 1.11 1.17 10.20 CFS 1.25 1.34 1.43 1.53 1.63 1.73 1.83 1.94 11.00 CFS 2.06 2.23 2.50 2.81 3.16 3.54 4.67 7.02 11.80 CFS 10.12 13.83 24.64 31.62 26.05 19.98 15.18 10.96 12.60 CFS 7.75 6.04 5.14 4.55 4.07 3.70 3.47 3.32 13.40 CFS 3.20 3.08 2.97 2.86 2.75 2.64 2.52 2.42 14.20 CFS 2.35 2.29 2.23 2.18 2.12 2.07 2.02 1.96 15.00 CFS 1.91 1.85 1.80 1.74 1.69 1.63 1.58 1.52 15.80 CFS 1.47 1.41 1.35 1.31 1.27 1.24 1.22 1.19 16.60 CFS 1.17 1.14 1.12 1.10 1.07 1.05 1.02 1.00 17.40 CFS .97 .95 .92 .90 .88 .85 .83 .81 18.20 CFS .79 .78 .78 .77 .76 .75 .75 .74 19.00 CFS .73 .72 .72 .71 .70 .69 .69 .68 19.80 CFS .67 .67 .66 .65 .65 .64 .63 .63 20.60 CFS .62 .62 .61 .61 .60 .60 .59 .58 21.40 CFS .58 .57 .57 .56 .56 .55 .55 .54 22.20 CFS .54 .53 .52 .52 .51 .51 .50 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.27 WATERSHED INCHES; 37 CFS-HRS; 3.0 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 14 14 FLOW(CFS) 3 2 1 1 1 1 1 0 Page 23 NHAMPDET.OUT --- XSECTION 20, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 31 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.19 11.9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.60 CFS .50 .54 .58 .62 .66 .71 .79 .89 11.40 CFS 1.02 1.15 1.38 1.93 2.89 4.17 6.55 10.46 12.20 CFS 11.93 9.80 7.53 5.70 4.10 2.98 2.37 2.04 13.00 CFS 1.81 1.63 1.49 1.41 1.36 1.31 1.26 1.21 13.80 CFS 1.17 1.12 1.08 1.03 1.00 .97 .94 .92 14.60 CFS .90 .87 .85 .83 .81 .79 .76 .74 15.40 CFS .72 .69 .67 .65 .63 .60 .58 .56 16.20 CFS .54 .53 .51 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.93 WATERSHED INCHES; 14 CFS-HRS; 1.2 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 28 --- XSECTION 31, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RESVOR STRUCTURE 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.37 8.7 114.69 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 8.70 CFS .00 .01 .01 .01 .01 .01 .01 .01 8.70 ELEV 111.50 111.63 111.66 111.68 111.71 111.74 111.78 111.82 9.50 CFS .01 .02 .02 .02 .02 .02 .02 .02 9.50 ELEV 111.86 111.90 111.95 112.00 112.03 112.06 112.10 112.13 10.30 CFS .03 .03 .03 .03 .03 .03 .03 .04 10.30 ELEV 112.17 112.22 112.26 112.32 112.37 112.43 112.49 112.56 11.10 CFS .04 .04 .04 .05 .05 .05 .06 .07 11.10 ELEV 112.64 112.72 112.81 112.91 113.01 113.08 113.17 113.30 11.90 CFS .07 .09 .11 1.23 8.30 8.57 7.13 5.49 11.90 ELEV 113.50 113.79 114.16 114.52 114.69 114.69 114.66 114.62 12.70 CFS 4.06 3.04 2.43 2.06 1.81 1.63 1.50 1.42 12.70 ELEV 114.59 114.57 114.55 114.54 114.54 114.53 114.53 114.53 13.50 CFS 1.35 1.30 1.25 1.21 1.16 1.12 1.07 1.03 13.50 ELEV 114.53 114.53 114.53 114.52 114.52 114.52 114.52 114.52 14.30 CFS .99 .96 .94 .92 .89 .87 .85 .83 14.30 ELEV 114.52 114.52 114.52 114.52 114.52 114.52 114.52 114.52 15.10 CFS .80 .78 .76 .74 .71 .69 .67 .65 15.10 ELEV 114.52 114.51 114.51 114.51 114.51 114.51 114.51 114.51 15.90 CFS .62 .60 .58 .56 .54 .53 .51 .50 15.90 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 16.70 CFS .49 .48 .47 .46 .45 .44 .43 .42 16.70 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.51 114.51 17.50 CFS .41 .40 .39 .38 .37 .36 .35 .34 17.50 ELEV 114.51 114.51 114.51 114.51 114.51 114.51 114.50 114.50 18.30 CFS .33 .33 .33 .32 .32 .32 .31 .31 18.30 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 19.10 CFS .31 .30 .30 .30 .30 .29 .29 .29 19.10 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 Page 24 NHAMPDET.OUT 19.90 CFS .28 .28 .28 .27 .27 .27 .27 .26 19.90 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 20.70 CFS .26 .26 .26 .25 .25 .25 .25 .25 20.70 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 21.50 CFS .24 .24 .24 .24 .23 .23 .23 .23 21.50 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 22.30 CFS .23 .22 .22 .22 .22 .21 .21 .21 22.30 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 23.10 CFS .21 .20 .20 .20 .20 .20 .19 .19 23.10 ELEV 114.50 114.50 114.50 114.50 114.50 114.50 114.50 114.50 23.90 CFS .19 .19 .17 .14 .14 .14 .14 .14 23.90 ELEV 114.50 114.50 114.50 114.50 114.50 114.49 114.49 114.48 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 29 24.70 CFS .14 .14 .14 .14 .14 .14 .14 .14 24.70 ELEV 114.48 114.47 114.47 114.46 114.46 114.45 114.45 114.44 25.50 CFS .14 .13 .13 .13 .13 .13 .13 .13 25.50 ELEV 114.44 114.43 114.43 114.43 114.42 114.42 114.41 114.41 26.30 CFS .13 .13 .13 .13 .13 .13 .13 .13 26.30 ELEV 114.40 114.40 114.39 114.39 114.38 114.38 114.37 114.37 27.10 CFS .13 .13 .13 .13 .13 .13 .13 .13 27.10 ELEV 114.36 114.36 114.36 114.35 114.35 114.34 114.34 114.33 27.90 CFS .13 .13 .13 .13 .12 .12 .12 .12 27.90 ELEV 114.33 114.32 114.32 114.32 114.31 114.31 114.30 114.30 28.70 CFS .12 .12 .12 .12 .12 .12 .12 .12 28.70 ELEV 114.29 114.29 114.29 114.28 114.28 114.27 114.27 114.26 29.50 CFS .12 .12 .12 .12 .12 .12 .12 .12 29.50 ELEV 114.26 114.26 114.25 114.25 114.24 114.24 114.23 114.23 30.30 CFS .12 .12 .12 .12 .12 .12 .12 .12 30.30 ELEV 114.23 114.22 114.22 114.21 114.21 114.21 114.20 114.20 31.10 CFS .12 .12 .11 .11 .11 .11 .11 .11 31.10 ELEV 114.19 114.19 114.19 114.18 114.18 114.17 114.17 114.17 31.90 CFS .11 .11 .11 .11 .11 .11 .11 .11 31.90 ELEV 114.16 114.16 114.15 114.15 114.15 114.14 114.14 114.13 32.70 CFS .11 .11 .11 .11 .11 .11 .11 .11 32.70 ELEV 114.13 114.13 114.12 114.12 114.11 114.11 114.11 114.10 33.50 CFS .11 .11 .11 .11 .11 .11 .11 .11 33.50 ELEV 114.10 114.10 114.09 114.09 114.08 114.08 114.08 114.07 34.30 CFS .11 .11 .10 .10 .10 .10 .10 .10 34.30 ELEV 114.07 114.07 114.06 114.06 114.05 114.05 114.05 114.04 35.10 CFS .10 .10 .10 .10 .10 .10 .10 .10 35.10 ELEV 114.04 114.04 114.03 114.03 114.03 114.02 114.02 114.01 35.90 CFS .10 .10 .10 .10 .10 .10 .10 .10 35.90 ELEV 114.01 114.01 114.00 114.00 114.00 113.99 113.98 113.98 36.70 CFS .10 .10 .10 .10 .10 .10 .10 .10 36.70 ELEV 113.97 113.97 113.96 113.96 113.95 113.95 113.94 113.93 37.50 CFS .10 .10 .10 .10 .10 .10 .09 .09 37.50 ELEV 113.93 113.92 113.92 113.91 113.91 113.90 113.90 113.89 38.30 CFS .09 .09 .09 .09 .09 .09 .09 .09 38.30 ELEV 113.89 113.88 113.88 113.87 113.87 113.86 113.86 113.85 39.10 CFS .09 .09 .09 .09 .09 .09 .09 .09 39.10 ELEV 113.84 113.84 113.83 113.83 113.82 113.82 113.81 113.81 39.90 CFS .09 .09 .09 .09 .09 .09 .09 .09 39.90 ELEV 113.80 113.80 113.79 113.79 113.78 113.78 113.77 113.77 40.70 CFS .09 .09 .09 .09 .09 .09 .09 .09 40.70 ELEV 113.76 113.76 113.75 113.75 113.74 113.74 113.73 113.73 41.50 CFS .09 .09 .09 .09 .09 .09 .08 .08 41.50 ELEV 113.73 113.72 113.72 113.71 113.71 113.70 113.70 113.69 42.30 CFS .08 .08 .08 .08 .08 .08 .08 .08 42.30 ELEV 113.69 113.68 113.68 113.67 113.67 113.66 113.66 113.65 43.10 CFS .08 .08 .08 .08 .08 .08 .08 .08 43.10 ELEV 113.65 113.65 113.64 113.64 113.63 113.63 113.62 113.62 43.90 CFS .08 .08 .08 .08 .08 .08 .08 .08 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION Page 25 NHAMPDET.OUT 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 30 43.90 ELEV 113.61 113.61 113.60 113.60 113.60 113.59 113.59 113.58 44.70 CFS .08 .08 .08 .08 .08 .08 .08 .08 44.70 ELEV 113.58 113.57 113.57 113.56 113.56 113.56 113.55 113.55 45.50 CFS .08 .08 .08 .08 .08 .08 .08 .08 45.50 ELEV 113.54 113.54 113.53 113.53 113.53 113.52 113.52 113.51 46.30 CFS .08 .08 .08 .07 .07 .07 .07 .07 46.30 ELEV 113.51 113.50 113.50 113.50 113.49 113.49 113.48 113.48 47.10 CFS .07 47.10 ELEV 113.48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.54 WATERSHED INCHES; 12 CFS-HRS; 1.0 ACRE-FEET. DURATION(HRS) 2 4 5 FLOW(CFS) 1 1 0 --- STRUCTURE 1, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 32 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .44 .66 .91 1.18 2.17 2.34 1.43 1.02 12.40 CFS .76 .51 .36 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.67 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 32, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 33 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.35 9.5 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.60 CFS .49 .72 .98 1.25 2.26 2.46 2.66 9.32 12.40 CFS 9.32 7.64 5.85 4.37 3.32 2.68 2.28 2.02 13.20 CFS 1.83 1.69 1.60 1.53 1.47 1.42 1.37 1.31 14.00 CFS 1.26 1.21 1.16 1.13 1.09 1.06 1.04 1.01 14.80 CFS .99 .96 .94 .91 .88 .86 .83 .81 15.60 CFS .78 .75 .73 .70 .68 .65 .63 .61 16.40 CFS .59 .58 .57 .56 .55 .53 .52 .51 17.20 CFS .50 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 31 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.67 WATERSHED INCHES; 14 CFS-HRS; 1.2 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 33, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- Page 26 NHAMPDET.OUT OPERATION RUNOFF XSECTION 34 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 2.7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.70 CFS .48 .73 1.03 1.78 2.63 2.44 1.73 1.31 12.50 CFS .95 .66 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.84 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 34, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 35 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.34 11.6 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.20 CFS .45 .50 .56 .62 .81 1.20 1.70 2.28 12.00 CFS 4.04 5.08 5.10 11.05 10.63 8.59 6.51 4.86 12.80 CFS 3.75 3.07 2.63 2.34 2.12 1.98 1.88 1.80 13.60 CFS 1.73 1.67 1.60 1.54 1.48 1.42 1.37 1.32 14.40 CFS 1.29 1.25 1.22 1.19 1.16 1.13 1.10 1.07 15.20 CFS 1.04 1.01 .98 .95 .92 .89 .86 .83 16.00 CFS .79 .77 .74 .72 .70 .69 .67 .66 16.80 CFS .64 .63 .62 .60 .59 .58 .56 .55 17.60 CFS .54 .52 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.70 WATERSHED INCHES; 17 CFS-HRS; 1.4 ACRE-FEET. DURATION(HRS) 2 4 6 7 FLOW(CFS) 2 1 1 0 --- XSECTION 35, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 32 OPERATION RUNOFF XSECTION 41 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 4.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .48 .53 .73 1.13 1.56 2.02 3.78 4.12 12.20 CFS 2.43 1.77 1.32 .88 .61 .53 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.36 WATERSHED INCHES; 4 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 6 1 FLOW(CFS) 2 1 1 0 --- XSECTION 41, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- Page 27 NHAMPDET.OUT OPERATION RUNOFF XSECTION 42 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.12 2.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .37 .54 .79 1.08 1.78 2.52 2.27 1.57 12.40 CFS 1.17 .84 .58 .43 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.69 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 6 1 FLOW(CFS) 2 1 1 0 --- XSECTION 42, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 43 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 6.7 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.90 CFS .48 .51 .54 .61 .68 .75 .83 1.10 11.70 CFS 1.67 2.35 3.11 5.56 6.65 4.70 3.34 2.49 12.50 CFS 1.72 1.19 .97 .86 .78 .70 .64 .61 13.30 CFS .58 .56 .54 .52 .50 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.07 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 33 DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 43, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 44 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .47 .73 1.01 1.32 2.50 2.75 1.63 1.19 12.40 CFS .89 .60 .41 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.09 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 44, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RESVOR STRUCTURE 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) Page 28 NHAMPDET.OUT 12.19 2.5 113.77 12.36 1.1 113.73 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 5.90 CFS .00 .01 .01 .01 .01 .01 .01 .01 5.90 ELEV 110.70 110.86 110.87 110.88 110.89 110.91 110.92 110.94 6.70 CFS .01 .01 .01 .01 .01 .01 .01 .01 6.70 ELEV 110.95 110.97 110.98 111.00 111.01 111.02 111.03 111.05 7.50 CFS .01 .01 .01 .01 .01 .01 .01 .01 7.50 ELEV 111.06 111.07 111.09 111.10 111.12 111.14 111.15 111.17 8.30 CFS .01 .01 .01 .01 .01 .01 .01 .01 8.30 ELEV 111.19 111.21 111.24 111.26 111.29 111.31 111.34 111.37 9.10 CFS .01 .01 .01 .02 .02 .02 .02 .02 9.10 ELEV 111.41 111.44 111.47 111.51 111.55 111.59 111.63 111.67 9.90 CFS .02 .02 .02 .02 .02 .02 .02 .02 9.90 ELEV 111.72 111.77 111.81 111.87 111.92 111.98 112.02 112.06 10.70 CFS .02 .02 .02 .02 .02 .02 .02 .02 10.70 ELEV 112.09 112.13 112.17 112.21 112.26 112.31 112.37 112.43 11.50 CFS .03 .03 .03 .03 .03 .04 1.30 2.52 11.50 ELEV 112.50 112.59 112.73 112.93 113.13 113.43 113.74 113.77 12.30 CFS .98 1.06 .62 .46 .36 .34 .30 .27 12.30 ELEV 113.73 113.73 113.72 113.71 113.71 113.71 113.71 113.71 13.10 CFS .25 .24 .23 .22 .21 .21 .20 .19 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 34 13.10 ELEV 113.71 113.71 113.71 113.71 113.71 113.70 113.70 113.70 13.90 CFS .18 .17 .17 .16 .16 .15 .15 .15 13.90 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 14.70 CFS .14 .14 .13 .13 .13 .12 .12 .12 14.70 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 15.50 CFS .11 .11 .10 .10 .10 .09 .09 .09 15.50 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 16.30 CFS .09 .08 .08 .08 .08 .08 .07 .07 16.30 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 17.10 CFS .07 .07 .07 .07 .06 .06 .06 .06 17.10 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 17.90 CFS .06 .06 .05 .05 .05 .05 .05 .05 17.90 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 18.70 CFS .05 .05 .05 .05 .05 .05 .05 .05 18.70 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 19.50 CFS .05 .05 .05 .05 .05 .04 .04 .04 19.50 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 20.30 CFS .04 .04 .04 .04 .04 .04 .04 .04 20.30 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 21.10 CFS .04 .04 .04 .04 .04 .04 .04 .04 21.10 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.70 21.90 CFS .04 .04 .04 .04 .04 .04 .04 .04 21.90 ELEV 113.70 113.70 113.70 113.70 113.70 113.70 113.70 113.69 22.70 CFS .04 .04 .04 .04 .04 .04 .04 .04 22.70 ELEV 113.69 113.69 113.69 113.69 113.69 113.69 113.69 113.69 23.50 CFS .04 .04 .04 .04 .04 .04 .04 .04 23.50 ELEV 113.68 113.68 113.68 113.68 113.68 113.68 113.67 113.67 24.30 CFS .04 .04 .04 .04 .04 .04 .04 .04 24.30 ELEV 113.66 113.65 113.65 113.64 113.64 113.63 113.62 113.62 25.10 CFS .04 .04 .04 .04 .04 .04 .04 .04 25.10 ELEV 113.61 113.60 113.60 113.59 113.59 113.58 113.57 113.57 25.90 CFS .04 .04 .04 .04 .04 .04 .04 .04 25.90 ELEV 113.56 113.56 113.55 113.54 113.54 113.53 113.53 113.52 26.70 CFS .04 .04 .04 .04 .04 .04 .04 .04 26.70 ELEV 113.51 113.51 113.50 113.50 113.49 113.48 113.48 113.47 27.50 CFS .04 .04 .04 .04 .04 .04 .04 .04 27.50 ELEV 113.47 113.46 113.45 113.45 113.44 113.44 113.43 113.43 28.30 CFS .04 .04 .04 .04 .04 .04 .04 .04 28.30 ELEV 113.42 113.41 113.41 113.40 113.40 113.39 113.39 113.38 29.10 CFS .04 .04 .04 .04 .04 .03 .03 .03 Page 29 NHAMPDET.OUT 29.10 ELEV 113.37 113.37 113.36 113.36 113.35 113.35 113.34 113.33 29.90 CFS .03 .03 .03 .03 .03 .03 .03 .03 29.90 ELEV 113.33 113.32 113.32 113.31 113.31 113.30 113.30 113.29 30.70 CFS .03 .03 .03 .03 .03 .03 .03 .03 30.70 ELEV 113.29 113.28 113.27 113.27 113.26 113.26 113.25 113.25 31.50 CFS .03 .03 .03 .03 .03 .03 .03 .03 31.50 ELEV 113.24 113.24 113.23 113.23 113.22 113.22 113.21 113.20 32.30 CFS .03 .03 .03 .03 .03 .03 .03 .03 32.30 ELEV 113.20 113.19 113.19 113.18 113.18 113.17 113.17 113.16 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 35 33.10 CFS .03 .03 .03 .03 .03 .03 .03 .03 33.10 ELEV 113.16 113.15 113.15 113.14 113.14 113.13 113.13 113.12 33.90 CFS .03 .03 .03 .03 .03 .03 .03 .03 33.90 ELEV 113.12 113.11 113.11 113.10 113.10 113.09 113.09 113.08 34.70 CFS .03 .03 .03 .03 .03 .03 .03 .03 34.70 ELEV 113.08 113.07 113.07 113.06 113.06 113.05 113.05 113.04 35.50 CFS .03 .03 .03 .03 .03 .03 .03 .03 35.50 ELEV 113.04 113.03 113.03 113.02 113.02 113.01 113.01 113.00 36.30 CFS .03 .03 .03 .03 .03 .03 .03 .03 36.30 ELEV 113.00 112.99 112.98 112.98 112.97 112.96 112.96 112.95 37.10 CFS .03 .03 .03 .03 .03 .03 .03 .03 37.10 ELEV 112.94 112.93 112.93 112.92 112.91 112.91 112.90 112.89 37.90 CFS .03 .03 .03 .03 .03 .03 .03 .03 37.90 ELEV 112.89 112.88 112.87 112.87 112.86 112.85 112.85 112.84 38.70 CFS .03 .03 .03 .03 .03 .03 .03 .03 38.70 ELEV 112.83 112.82 112.82 112.81 112.80 112.80 112.79 112.78 39.50 CFS .03 .03 .03 .03 .03 .03 .03 .03 39.50 ELEV 112.78 112.77 112.77 112.76 112.75 112.75 112.74 112.73 40.30 CFS .03 .03 .03 .03 .03 .03 .03 .03 40.30 ELEV 112.73 112.72 112.71 112.71 112.70 112.69 112.69 112.68 41.10 CFS .03 .03 .03 .03 .03 .03 .03 .03 41.10 ELEV 112.67 112.67 112.66 112.66 112.65 112.64 112.64 112.63 41.90 CFS .03 .03 .03 .03 .03 .03 .03 .03 41.90 ELEV 112.62 112.62 112.61 112.61 112.60 112.59 112.59 112.58 42.70 CFS .03 .03 42.70 ELEV 112.57 112.57 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.42 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- STRUCTURE 2, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 45 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 8.1 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 10.80 CFS .48 .51 .53 .57 .63 .70 .77 .85 11.60 CFS 1.13 1.70 2.38 3.14 5.60 7.95 7.22 4.32 12.40 CFS 3.54 2.34 1.65 1.33 1.20 1.08 .97 .89 13.20 CFS .84 .81 .78 .76 .73 .70 .67 .64 14.00 CFS .61 .59 .57 .56 .55 .53 .52 .50 14.80 CFS .49 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 36 Page 30 NHAMPDET.OUT RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.88 WATERSHED INCHES; 10 CFS-HRS; .8 ACRE-FEET. DURATION(HRS) 2 4 FLOW(CFS) 1 0 --- XSECTION 45, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 46 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 3.8 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .48 .66 1.02 1.40 1.80 3.37 3.65 2.15 12.30 CFS 1.56 1.17 .78 .54 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.50 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 46, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 47 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.10 11.6 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 9.80 CFS .49 .51 .52 .54 .57 .60 .63 .67 10.60 CFS .70 .73 .76 .79 .83 .89 .99 1.10 11.40 CFS 1.21 1.33 1.79 2.72 3.78 4.94 8.97 11.60 12.20 CFS 9.37 5.88 4.71 3.12 2.19 1.80 1.63 1.47 13.00 CFS 1.32 1.21 1.15 1.11 1.07 1.03 .99 .95 13.80 CFS .92 .88 .84 .80 .78 .76 .75 .73 14.60 CFS .71 .69 .67 .65 .63 .61 .60 .58 15.40 CFS .56 .54 .52 .50 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 4.02 WATERSHED INCHES; 14 CFS-HRS; 1.1 ACRE-FEET. DURATION(HRS) 2 4 6 FLOW(CFS) 1 1 0 --- XSECTION 47, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 37 OPERATION RUNOFF XSECTION 48 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 4.7 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.40 CFS .49 .54 .75 1.18 1.65 2.16 4.14 4.58 12.20 CFS 2.73 2.00 1.50 1.01 .70 .61 .56 .50 13.00 CFS .45 Page 31 NHAMPDET.OUT RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.87 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 2 FLOW(CFS) 1 1 0 --- XSECTION 48, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 49 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 16.2 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 9.00 CFS .49 .51 .53 .55 .57 .60 .62 .64 9.80 CFS .66 .69 .71 .74 .78 .83 .87 .91 10.60 CFS .96 1.01 1.05 1.10 1.15 1.24 1.38 1.54 11.40 CFS 1.70 1.87 2.55 3.89 5.43 7.11 13.11 16.18 12.20 CFS 12.10 7.88 6.21 4.13 2.88 2.41 2.19 1.97 13.00 CFS 1.77 1.63 1.55 1.50 1.44 1.39 1.34 1.29 13.80 CFS 1.23 1.18 1.13 1.09 1.06 1.03 1.01 .98 14.60 CFS .96 .93 .90 .88 .85 .83 .80 .78 15.40 CFS .75 .73 .70 .68 .65 .62 .60 .58 16.20 CFS .57 .56 .54 .53 .52 .51 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.98 WATERSHED INCHES; 18 CFS-HRS; 1.5 ACRE-FEET. DURATION(HRS) 2 4 6 8 FLOW(CFS) 1 1 1 0 --- XSECTION 49, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 50 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 2 JOB NO. 1 PAGE 38 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.10 21.3 (NULL) 12.30 18.9 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM =10 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .02 SQ.MI. 8.50 CFS .48 .50 .53 .56 .59 .62 .65 .67 9.30 CFS .71 .74 .77 .80 .83 .86 .90 .93 10.10 CFS .97 1.02 1.08 1.14 1.20 1.26 1.33 1.39 10.90 CFS 1.45 1.52 1.64 1.83 2.04 2.26 2.50 3.36 11.70 CFS 5.10 7.13 9.39 17.14 21.26 17.19 18.93 16.84 12.50 CFS 12.72 9.39 7.27 5.94 5.04 4.41 3.96 3.68 13.30 CFS 3.48 3.32 3.19 3.07 2.95 2.84 2.72 2.61 14.10 CFS 2.51 2.42 2.36 2.29 2.23 2.18 2.12 2.07 14.90 CFS 2.01 1.96 1.90 1.85 1.79 1.73 1.68 1.62 15.70 CFS 1.56 1.51 1.45 1.39 1.35 1.31 1.27 1.24 16.50 CFS 1.22 1.19 1.17 1.14 1.12 1.09 1.07 1.04 17.30 CFS 1.02 .99 .97 .94 .92 .90 .87 .85 18.10 CFS .82 .81 .80 .79 .78 .77 .76 .76 18.90 CFS .75 .74 .73 .73 .72 .71 .71 .70 19.70 CFS .69 .68 .68 .67 .66 .66 .65 .64 20.50 CFS .64 .63 .63 .62 .61 .61 .60 .60 21.30 CFS .59 .59 .58 .58 .57 .57 .56 .56 22.10 CFS .55 .55 .54 .54 .53 .53 .52 .51 22.90 CFS .51 .50 .50 Page 32 NHAMPDET.OUT RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 3.23 WATERSHED INCHES; 36 CFS-HRS; 3.0 ACRE-FEET. DURATION(HRS) 2 4 6 8 10 12 14 15 FLOW(CFS) 3 2 1 1 1 1 1 0 --- XSECTION 50, ALTERNATE 24, STORM 10, HYDROGRAPH ADDED TO READHD FILE --- EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 2 EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 50 24-HOUR STARTING TIME = .00 RAIN DEPTH = 3.08 RAIN DURATION = 1.00 ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS ALTERNATE NO. =24 STORM NO. = 2 RAIN TABLE NO. = 4 OPERATION RUNOFF XSECTION 1 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.20 5.1 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 39 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.60 CFS .41 .61 .97 1.48 2.51 4.29 5.15 4.38 12.40 CFS 3.46 2.67 1.95 1.43 1.15 1.00 .89 .80 13.20 CFS .74 .70 .67 .65 .63 .61 .59 .56 14.00 CFS .54 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.28 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 1, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 1.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.70 CFS .37 .51 .66 1.27 1.38 .83 .60 .45 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.51 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 2, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 3 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.17 6.0 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 Page 33 NHAMPDET.OUT HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.50 CFS .50 .65 .97 1.47 2.14 3.78 5.68 5.97 12.30 CFS 4.98 3.91 2.97 2.16 1.61 1.32 1.15 1.02 13.10 CFS .93 .86 .82 .78 .76 .73 .71 .68 13.90 CFS .65 .63 .60 .58 .57 .55 .54 .53 14.70 CFS .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.41 WATERSHED INCHES; 8 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 3, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 40 OPERATION RUNOFF XSECTION 4 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.14 1.2 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.90 CFS .41 .76 1.18 1.14 .83 .64 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.31 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 4, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 5 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.17 7.2 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.30 CFS .43 .50 .58 .76 1.15 1.75 2.55 4.54 12.10 CFS 6.86 7.11 5.81 4.55 3.44 2.49 1.86 1.53 12.90 CFS 1.34 1.20 1.09 1.01 .96 .93 .90 .86 13.70 CFS .83 .80 .77 .74 .71 .69 .67 .66 14.50 CFS .64 .63 .61 .60 .58 .57 .55 .53 15.30 CFS .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.39 WATERSHED INCHES; 9 CFS-HRS; .7 ACRE-FEET. DURATION(HRS) 2 4 4 FLOW(CFS) 1 1 0 --- XSECTION 5, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. Page 34 NHAMPDET.OUT 11.60 CFS .39 .62 .88 1.18 2.30 2.60 1.57 1.16 12.40 CFS .87 .59 .41 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.13 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 41 DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 11, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 1.3 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.90 CFS .49 .85 1.25 1.16 .82 .62 .45 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.80 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 12, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 13 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 3.9 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .40 .55 .85 1.23 1.67 3.15 3.85 2.73 12.30 CFS 1.98 1.49 1.04 .72 .59 .53 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.00 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 13, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 14 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.10 .9 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.90 CFS .34 .74 .90 .57 .43 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.35 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST Page 35 NHAMPDET.OUT 16:10:08 PASS 3 JOB NO. 1 PAGE 42 DURATION(HRS) 2 4 0 FLOW(CFS) 1 1 0 --- XSECTION 14, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 15 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 4.8 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .46 .64 1.00 1.47 2.01 3.89 4.75 3.30 12.30 CFS 2.41 1.82 1.26 .88 .73 .66 .60 .54 13.10 CFS .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.84 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 4 2 FLOW(CFS) 1 1 0 --- XSECTION 15, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 16 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.0 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .35 .54 .74 .96 1.79 1.94 1.15 .83 12.40 CFS .62 .42 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.78 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 4 1 FLOW(CFS) 1 1 0 --- XSECTION 16, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 17 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 6.7 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.10 CFS .45 .51 .57 .64 .72 .99 1.54 2.21 11.90 CFS 2.97 5.68 6.69 4.44 3.25 2.44 1.68 1.17 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 43 12.70 CFS .98 .89 .80 .72 .67 .64 .61 .59 13.50 CFS .57 .55 .53 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.05 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 3 Page 36 NHAMPDET.OUT FLOW(CFS) 1 0 --- XSECTION 17, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 18 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 2.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .34 .55 .80 1.08 2.20 2.53 1.57 1.16 12.40 CFS .88 .59 .42 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.84 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 18, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 19 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 9.3 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.80 CFS .48 .51 .54 .59 .67 .76 .85 .96 11.60 CFS 1.33 2.09 3.01 4.05 7.88 9.22 6.01 4.41 12.40 CFS 3.33 2.28 1.58 1.35 1.22 1.11 1.00 .92 13.20 CFS .88 .85 .82 .79 .76 .73 .70 .67 14.00 CFS .64 .62 .60 .59 .58 .56 .55 .53 14.80 CFS .52 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.99 WATERSHED INCHES; 10 CFS-HRS; .8 ACRE-FEET. DURATION(HRS) 2 4 4 FLOW(CFS) 1 1 0 --- XSECTION 19, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 44 OPERATION ADDHYD XSECTION 20 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.11 16.1 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .02 SQ.MI. 10.30 CFS .48 .53 .57 .62 .67 .72 .77 .83 11.10 CFS .91 1.04 1.19 1.36 1.54 2.09 3.24 4.76 11.90 CFS 6.60 12.42 16.08 13.12 10.22 7.87 5.72 4.07 12.70 CFS 3.21 2.76 2.45 2.20 2.00 1.89 1.81 1.75 13.50 CFS 1.69 1.63 1.57 1.51 1.45 1.39 1.33 1.30 14.30 CFS 1.26 1.23 1.20 1.17 1.15 1.12 1.09 1.06 15.10 CFS 1.03 1.00 .97 .94 .91 .88 .85 .82 15.90 CFS .79 .75 .73 .71 .69 .68 .67 .65 16.70 CFS .64 .63 .61 .60 .59 .57 .56 .55 17.50 CFS .53 .52 .51 .49 Page 37 NHAMPDET.OUT RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.65 WATERSHED INCHES; 19 CFS-HRS; 1.5 ACRE-FEET. DURATION(HRS) 2 4 6 7 FLOW(CFS) 2 1 1 0 --- XSECTION 20, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 31 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.20 5.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.60 CFS .49 .71 1.11 1.68 2.79 4.70 5.57 4.70 12.40 CFS 3.69 2.84 2.07 1.51 1.21 1.05 .94 .84 13.20 CFS .78 .74 .71 .68 .66 .64 .61 .59 14.00 CFS .57 .54 .53 .51 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.37 WATERSHED INCHES; 7 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 31, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RESVOR STRUCTURE 1 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 45 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 14.60 .5 114.51 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.00 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. OPERATION RUNOFF XSECTION 32 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 1.5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.70 CFS .40 .56 .73 1.32 1.43 .89 .63 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.82 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 32, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 33 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 1.5 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 Page 38 NHAMPDET.OUT HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.70 CFS .43 .59 .77 1.36 1.48 .96 .71 .56 12.50 CFS .42 .33 .30 .29 .27 .26 .25 .25 13.30 CFS .25 .24 .24 .24 .23 .23 .23 .23 14.10 CFS .22 .22 .22 .39 .52 .55 .54 .53 14.90 CFS .52 .51 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.09 WATERSHED INCHES; 6 CFS-HRS; .5 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 33, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 34 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.14 1.2 (RUNOFF) 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 46 HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.90 CFS .41 .76 1.18 1.14 .83 .64 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.31 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 34, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 35 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.10 2.7 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 11.60 CFS .40 .60 .86 1.18 2.12 2.66 2.09 1.54 12.40 CFS 1.20 .89 .65 .55 .51 .47 .44 .41 13.20 CFS .40 .39 .38 .38 .37 .36 .36 .35 14.00 CFS .34 .33 .33 .33 .49 .62 .64 .64 14.80 CFS .63 .61 .60 .58 .56 .55 .53 .51 15.60 CFS .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.12 WATERSHED INCHES; 7 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 2 FLOW(CFS) 1 0 --- XSECTION 35, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 41 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.5 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. Page 39 NHAMPDET.OUT 11.60 CFS .42 .65 .91 1.18 2.25 2.46 1.48 1.07 12.40 CFS .80 .54 .37 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.53 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 41, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 47 OPERATION RUNOFF XSECTION 42 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.13 1.4 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.80 CFS .40 .55 .93 1.36 1.24 .87 .66 .47 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.95 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 42, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 43 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 3.8 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .44 .60 .92 1.30 1.73 3.19 3.82 2.72 12.30 CFS 1.95 1.46 1.01 .70 .57 .51 .46 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.28 WATERSHED INCHES; 4 CFS-HRS; .3 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 43, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 44 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 1.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.70 CFS .40 .56 .74 1.43 1.59 .96 .70 .53 12.50 CFS .35 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.29 WATERSHED INCHES; 2 CFS-HRS; .1 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 Page 40 NHAMPDET.OUT 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 48 --- XSECTION 44, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RESVOR STRUCTURE 2 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 14.50 .1 113.70 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.69 WATERSHED INCHES; 1 CFS-HRS; .1 ACRE-FEET. OPERATION ADDHYD XSECTION 45 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.09 3.9 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.50 CFS .46 .62 .94 1.32 1.76 3.21 3.85 2.75 12.30 CFS 1.98 1.49 1.05 .74 .61 .55 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.10 WATERSHED INCHES; 5 CFS-HRS; .4 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 45, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 46 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.3 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .39 .61 .84 1.08 2.05 2.22 1.32 .96 12.40 CFS .72 .48 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.66 WATERSHED INCHES; 2 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 46, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 47 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 49 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 6.1 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. Page 41 NHAMPDET.OUT 11.10 CFS .49 .54 .61 .67 .74 1.01 1.54 2.16 11.90 CFS 2.84 5.26 6.07 4.07 2.94 2.21 1.53 1.07 12.70 CFS .90 .81 .74 .67 .62 .59 .57 .55 13.50 CFS .53 .51 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.24 WATERSHED INCHES; 8 CFS-HRS; .6 ACRE-FEET. DURATION(HRS) 2 3 FLOW(CFS) 1 0 --- XSECTION 47, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION RUNOFF XSECTION 48 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 2.6 (RUNOFF) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .00 SQ.MI. 11.60 CFS .39 .61 .87 1.15 2.28 2.57 1.56 1.15 12.40 CFS .87 .58 .41 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.10 WATERSHED INCHES; 3 CFS-HRS; .2 ACRE-FEET. DURATION(HRS) 2 1 FLOW(CFS) 1 0 --- XSECTION 48, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 49 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 8.8 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .01 SQ.MI. 10.60 CFS .49 .52 .55 .58 .60 .66 .74 .83 11.40 CFS .92 1.02 1.40 2.15 3.03 3.99 7.54 8.64 12.20 CFS 5.63 4.09 3.08 2.11 1.48 1.26 1.14 1.03 13.00 CFS .93 .86 .82 .80 .77 .74 .72 .69 13.80 CFS .67 .64 .61 .59 .58 .56 .59 .59 14.60 CFS .57 .56 .54 .53 .51 .50 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 2.21 WATERSHED INCHES; 10 CFS-HRS; .8 ACRE-FEET. 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 PASS 3 JOB NO. 1 PAGE 50 DURATION(HRS) 2 4 4 FLOW(CFS) 1 1 0 --- XSECTION 49, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- OPERATION ADDHYD XSECTION 50 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.08 11.4 (NULL) 14.56 1.2 (NULL) HYDROGRAPH POINTS FOR ALTERNATE =24, STORM = 2 HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = .02 SQ.MI. Page 42 NHAMPDET.OUT 10.20 CFS .49 .52 .55 .59 .63 .66 .70 .73 11.00 CFS .77 .84 .94 1.06 1.18 1.31 1.80 2.75 11.80 CFS 3.89 5.17 9.66 11.31 7.73 5.63 4.28 3.00 12.60 CFS 2.13 1.81 1.64 1.50 1.37 1.27 1.22 1.19 13.40 CFS 1.15 1.12 1.09 1.05 1.02 .99 .95 .92 14.20 CFS .91 .89 1.09 1.21 1.22 1.20 1.17 1.14 15.00 CFS 1.11 1.08 1.05 1.02 .98 .95 .92 .89 15.80 CFS .86 .83 .79 .77 .74 .73 .71 .70 16.60 CFS .68 .67 .65 .64 .62 .61 .60 .58 17.40 CFS .57 .56 .54 .53 .52 .50 .49 RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS) 1.57 WATERSHED INCHES; 17 CFS-HRS; 1.4 ACRE-FEET. DURATION(HRS) 2 4 6 8 FLOW(CFS) 1 1 1 0 --- XSECTION 50, ALTERNATE 24, STORM 2, HYDROGRAPH ADDED TO READHD FILE --- EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 3 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 51 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) RAINFALL OF 7.90 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs. RAINTABLE NUMBER 4, ARC 2 MAIN TIME INCREMENT .100 HOURS ALTERNATE 24 STORM 99 --------------------------- XSECTION 1 RUNOFF .01 5.47 --- 12.19 22 2200.0 XSECTION 2 RUNOFF .00 7.24 --- 12.07T 4T******** XSECTION 3 ADDHYD .01 5.66 --- 12.17 25 2500.0 XSECTION 4 RUNOFF .00 5.52 --- 12.13 5 ******** XSECTION 5 ADDHYD .01 5.64 --- 12.16 29 2900.0 XSECTION 11 RUNOFF .00 6.79 --- 12.07 8 ******** XSECTION 12 RUNOFF .00 6.33 --- 12.12T 4T******** XSECTION 13 ADDHYD .00 6.62 --- 12.08 12 ******** XSECTION 14 RUNOFF .00 5.59 --- 12.07T 4T******** XSECTION 15 ADDHYD .00 6.37 --- 12.08 16 ******** XSECTION 16 RUNOFF .00 7.54 --- 12.07 5 ******** XSECTION 17 ADDHYD .01 6.63 --- 12.08 21 2100.0 XSECTION 18 RUNOFF .00 6.39 --- 12.07 8 ******** XSECTION 19 ADDHYD .01 6.56 --- 12.07 29 2900.0 XSECTION 20 ADDHYD .02 6.03 --- 12.11 57 2850.0 XSECTION 31 RUNOFF .01 5.64 --- 12.19 23 2300.0 STRUCTURE 1 RESVOR .01 5.21 114.96 12.27 20 2000.0 XSECTION 32 RUNOFF .00 7.60 --- 12.07T 4T******** XSECTION 33 ADDHYD .01 5.39 --- 12.25 22 2200.0 XSECTION 34 RUNOFF .00 5.52 --- 12.13 5 ******** XSECTION 35 ADDHYD .01 5.41 --- 12.22 27 2700.0 Page 43 NHAMPDET.OUT XSECTION 41 RUNOFF .00 7.26 --- 12.07 7 ******** XSECTION 42 RUNOFF .00 6.56 --- 12.12T 4T******** XSECTION 43 ADDHYD .00 6.96 --- 12.09 11 ******** XSECTION 44 RUNOFF .00 7.00 --- 12.07T 5T******** STRUCTURE 2 RESVOR .00 6.18 113.84 12.09 5 ******** XSECTION 45 ADDHYD .00 6.77 --- 12.09 16 ******** XSECTION 46 RUNOFF .00 7.42 --- 12.07 6 ******** 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 52 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 24 STORM 99 --------------------------- XSECTION 47 ADDHYD .01 6.94 --- 12.08 22 2200.0 XSECTION 48 RUNOFF .00 6.76 --- 12.07 8 ******** XSECTION 49 ADDHYD .01 6.89 --- 12.08 29 2900.0 XSECTION 50 ADDHYD .02 6.02 --- 12.11 53 2650.0 RAINFALL OF 4.94 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs. ALTERNATE 24 STORM 10 --------------------------- XSECTION 1 RUNOFF .01 2.79 --- 12.19 11 1100.0 XSECTION 2 RUNOFF .00 4.34 --- 12.07T 2T******** XSECTION 3 ADDHYD .01 2.96 --- 12.17 13 1300.0 XSECTION 4 RUNOFF .00 2.84 --- 12.13T 3T******** XSECTION 5 ADDHYD .01 2.94 --- 12.16 15 1500.0 XSECTION 11 RUNOFF .00 3.90 --- 12.07 5 ******** XSECTION 12 RUNOFF .00 3.49 --- 12.13T 2T******** XSECTION 13 ADDHYD .00 3.74 --- 12.09 7 ******** XSECTION 14 RUNOFF .00 2.89 --- 12.08T 2T******** XSECTION 15 ADDHYD .00 3.54 --- 12.08 9 ******** XSECTION 16 RUNOFF .00 4.61 --- 12.07T 3T******** XSECTION 17 ADDHYD .01 3.78 --- 12.08 12 1200.0 XSECTION 18 RUNOFF .00 3.55 --- 12.07T 5T******** XSECTION 19 ADDHYD .01 3.71 --- 12.08 17 1700.0 XSECTION 20 ADDHYD .02 3.27 --- 12.11 32 1600.0 XSECTION 31 RUNOFF .01 2.93 --- 12.19 12 1200.0 STRUCTURE 1 RESVOR .01 2.54 114.69 12.37 9 900.0 XSECTION 32 RUNOFF .00 4.67 --- 12.07T 2T******** XSECTION 33 ADDHYD .01 2.67 --- 12.35 10 1000.0 XSECTION 34 RUNOFF .00 2.84 --- 12.13T 3T******** XSECTION 35 ADDHYD .01 2.70 --- 12.34 12 1200.0 XSECTION 41 RUNOFF .00 4.36 --- 12.07T 4T******** 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 53 Page 44 NHAMPDET.OUT SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 24 STORM 10 --------------------------- XSECTION 42 RUNOFF .00 3.69 --- 12.12T 3T******** XSECTION 43 ADDHYD .00 4.07 --- 12.09 7 ******** XSECTION 44 RUNOFF .00 4.09 --- 12.07T 3T******** STRUCTURE 2 RESVOR .00 3.42 113.77 12.19 3 ******** XSECTION 45 ADDHYD .00 3.88 --- 12.13 8 ******** XSECTION 46 RUNOFF .00 4.50 --- 12.07T 4T******** XSECTION 47 ADDHYD .01 4.02 --- 12.10 12 1200.0 XSECTION 48 RUNOFF .00 3.87 --- 12.07 5 ******** XSECTION 49 ADDHYD .01 3.98 --- 12.09 16 1600.0 XSECTION 50 ADDHYD .02 3.23 --- 12.10 21 1050.0 RAINFALL OF 3.08 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs. ALTERNATE 24 STORM 2 --------------------------- XSECTION 1 RUNOFF .01 1.28 --- 12.20 5 500.0 XSECTION 2 RUNOFF .00 2.51 --- 12.07T 1T******** XSECTION 3 ADDHYD .01 1.41 --- 12.17 6 600.0 XSECTION 4 RUNOFF .00 1.31 --- 12.14T 1T******** XSECTION 5 ADDHYD .01 1.39 --- 12.17 7 700.0 XSECTION 11 RUNOFF .00 2.13 --- 12.07T 3T******** XSECTION 12 RUNOFF .00 1.80 --- 12.13T 1T******** XSECTION 13 ADDHYD .00 2.00 --- 12.09T 4T******** XSECTION 14 RUNOFF .00 1.35 --- 12.10R 1R******** XSECTION 15 ADDHYD .00 1.84 --- 12.09T 5T******** XSECTION 16 RUNOFF .00 2.78 --- 12.07T 2T******** XSECTION 17 ADDHYD .01 2.05 --- 12.08 7 700.0 XSECTION 18 RUNOFF .00 1.84 --- 12.08T 3T******** XSECTION 19 ADDHYD .01 1.99 --- 12.08 9 900.0 XSECTION 20 ADDHYD .02 1.65 --- 12.11 16 800.0 XSECTION 31 RUNOFF .01 1.37 --- 12.20 6 600.0 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 54 SUMMARY TABLE 1 --------------- SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------ ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE (SQ MI) (IN) (FT) (HR) (CFS) (CSM) Page 45 NHAMPDET.OUT ALTERNATE 24 STORM 2 --------------------------- STRUCTURE 1 RESVOR .01 1.00 --- .00 0 .0 XSECTION 32 RUNOFF .00 2.82 --- 12.07T 1T******** XSECTION 33 ADDHYD .01 1.09 --- 12.07T 2T 200.0 XSECTION 34 RUNOFF .00 1.31 --- 12.14T 1T******** XSECTION 35 ADDHYD .01 1.12 --- 12.10T 3T 300.0 XSECTION 41 RUNOFF .00 2.53 --- 12.07T 3T******** XSECTION 42 RUNOFF .00 1.95 --- 12.13T 1T******** XSECTION 43 ADDHYD .00 2.28 --- 12.09T 4T******** XSECTION 44 RUNOFF .00 2.29 --- 12.07T 2T******** STRUCTURE 2 RESVOR .00 1.69 --- .00 0 ******** XSECTION 45 ADDHYD .00 2.10 --- 12.09T 4T******** XSECTION 46 RUNOFF .00 2.66 --- 12.07T 2T******** XSECTION 47 ADDHYD .01 2.24 --- 12.08 6 600.0 XSECTION 48 RUNOFF .00 2.10 --- 12.07T 3T******** XSECTION 49 ADDHYD .01 2.21 --- 12.08 9 900.0 XSECTION 50 ADDHYD .02 1.57 --- 12.08 11 550.0 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 55 SUMMARY TABLE 3 --------------- STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 STRUCTURE 2 .00 --------------------------- ALTERNATE 24 0 3 5 STRUCTURE 1 .01 --------------------------- ALTERNATE 24 0 9 20 XSECTION 1 .01 --------------------------- ALTERNATE 24 5 11 22 XSECTION 2 .00 --------------------------- ALTERNATE 24 1 2 4 XSECTION 3 .01 --------------------------- ALTERNATE 24 6 13 25 XSECTION 4 .00 --------------------------- ALTERNATE 24 1 3 5 XSECTION 5 .01 --------------------------- ALTERNATE 24 7 15 29 XSECTION 11 .00 --------------------------- Page 46 NHAMPDET.OUT ALTERNATE 24 3 5 8 XSECTION 12 .00 --------------------------- ALTERNATE 24 1 2 4 XSECTION 13 .00 --------------------------- ALTERNATE 24 4 7 12 XSECTION 14 .00 --------------------------- ALTERNATE 24 1? 2 4 XSECTION 15 .00 --------------------------- ALTERNATE 24 5 9 16 XSECTION 16 .00 --------------------------- ALTERNATE 24 2 3 5 XSECTION 17 .01 --------------------------- 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 56 SUMMARY TABLE 3 --------------- STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 XSECTION 17 .01 --------------------------- ALTERNATE 24 7 12 21 XSECTION 18 .00 --------------------------- ALTERNATE 24 3 5 8 XSECTION 19 .01 --------------------------- ALTERNATE 24 9 17 29 XSECTION 20 .02 --------------------------- ALTERNATE 24 16 32 57 XSECTION 31 .01 --------------------------- ALTERNATE 24 6 12 23 XSECTION 32 .00 --------------------------- ALTERNATE 24 1 2 4 XSECTION 33 .01 --------------------------- ALTERNATE 24 2 10 22 XSECTION 34 .00 Page 47 NHAMPDET.OUT --------------------------- ALTERNATE 24 1 3 5 XSECTION 35 .01 --------------------------- ALTERNATE 24 3 12 27 XSECTION 41 .00 --------------------------- ALTERNATE 24 3 4 7 XSECTION 42 .00 --------------------------- ALTERNATE 24 1 3 4 XSECTION 43 .00 --------------------------- ALTERNATE 24 4 7 11 XSECTION 44 .00 --------------------------- ALTERNATE 24 2 3 5 XSECTION 45 .00 --------------------------- ALTERNATE 24 4 8 16 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST 16:10:08 SUMMARY, JOB NO. 1 PAGE 57 SUMMARY TABLE 3 --------------- STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 XSECTION 46 .00 --------------------------- ALTERNATE 24 2 4 6 XSECTION 47 .01 --------------------------- ALTERNATE 24 6 12 22 XSECTION 48 .00 --------------------------- ALTERNATE 24 3 5 8 XSECTION 49 .01 --------------------------- ALTERNATE 24 9 16 29 XSECTION 50 .02 --------------------------- ALTERNATE 24 11 21 53 1 TR20 -------------------------------------------------------------------- SCS - NHAMPDET US RT-5 AT I-91 INTERCHANG 18, NORTHAMPTON,MA Updated 7/15/19 VERSION 07/15/** HYDRLOGIC ANALYSIS FOR DETENTION AREA FOR 2, 10 & 100 Yr. 2.04TEST Page 48 NHAMPDET.OUT END OF 1 JOBS IN THIS RUN SCS TR-20, VERSION 2.04TEST NHAMPDET FILES INPUT = nhampdet.dat , GIVEN DATA FILE OUTPUT = nhampdet.OUT , DATED 07/15/**,16:10:08 FILES GENERATED - DATED 07/15/**,16:10:08 FILE nhampdet.TRD CONTAINS READHD INFORMATION FILE nhampdet.TMG CONTAINS MESSAGE + WARNING INFORMATION TOTAL NUMBER OF WARNINGS = 43, MESSAGES = 11 *** TR-20 RUN COMPLETED *** Page 49 NOAA Atlas 14, Volume 10, Version 3 Location name: Northampton, Massachusetts, USA* Latitude: 42.307°, Longitude: -72.6239° Elevation: 144.85 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.328(0.252-0.420)0.389(0.299-0.500)0.490(0.374-0.632)0.574(0.436-0.744)0.690(0.509-0.937)0.777(0.563-1.08)0.868(0.611-1.25)0.967(0.650-1.44)1.11(0.717-1.71)1.22(0.772-1.92) 10-min 0.464 (0.356-0.595) 0.552 (0.423-0.709) 0.696 (0.532-0.897) 0.814 (0.619-1.06) 0.978 (0.722-1.33) 1.10 (0.798-1.53) 1.23 (0.866-1.77) 1.37 (0.920-2.03) 1.57 (1.01-2.42) 1.73 (1.09-2.72) 15-min 0.546 (0.419-0.701) 0.649 (0.498-0.834) 0.818 (0.626-1.05) 0.957 (0.729-1.24) 1.15 (0.849-1.56) 1.30 (0.938-1.80) 1.45 (1.02-2.09) 1.61 (1.08-2.39) 1.85 (1.20-2.84) 2.03 (1.29-3.20) 30-min 0.749 (0.575-0.961) 0.891 (0.684-1.14) 1.12 (0.859-1.45) 1.32 (1.00-1.71) 1.58 (1.17-2.15) 1.78 (1.29-2.47) 1.99 (1.40-2.87) 2.22 (1.49-3.29) 2.54 (1.64-3.91) 2.80 (1.77-4.40) 60-min 0.951 (0.731-1.22) 1.13 (0.869-1.46) 1.43 (1.09-1.84) 1.67 (1.27-2.17) 2.01 (1.49-2.73) 2.27 (1.64-3.15) 2.53 (1.78-3.65) 2.82 (1.90-4.19) 3.23 (2.09-4.98) 3.56 (2.25-5.60) 2-hr 1.21(0.935-1.54)1.44(1.11-1.83)1.81(1.40-2.32)2.12(1.63-2.73)2.55(1.90-3.44)2.87(2.09-3.97)3.20(2.28-4.62)3.59(2.42-5.30)4.16(2.70-6.38)4.63(2.94-7.26) 3-hr 1.38 (1.07-1.75) 1.64 (1.28-2.09) 2.08 (1.61-2.65) 2.44 (1.88-3.13) 2.94 (2.20-3.96) 3.31 (2.43-4.57) 3.71 (2.66-5.35) 4.18 (2.82-6.15) 4.89 (3.18-7.46) 5.48 (3.49-8.56) 6-hr 1.71(1.34-2.15)2.07(1.62-2.60)2.66(2.08-3.35)3.14(2.44-4.00)3.82(2.89-5.12)4.31(3.20-5.94)4.85(3.52-7.01)5.52(3.74-8.08)6.57(4.28-9.98)7.47(4.77-11.6) 12-hr 2.08 (1.65-2.60) 2.57 (2.04-3.21) 3.38 (2.66-4.23) 4.04 (3.17-5.09) 4.96 (3.78-6.63) 5.63 (4.22-7.74) 6.37 (4.67-9.21) 7.31 (4.98-10.6) 8.82 (5.78-13.3) 10.2 (6.50-15.7) 24-hr 2.46 (1.96-3.03) 3.08 (2.46-3.81) 4.10 (3.26-5.09) 4.94 (3.91-6.18) 6.10 (4.70-8.12) 6.95 (5.26-9.52) 7.90 (5.85-11.4) 9.13 (6.24-13.2) 11.1 (7.30-16.7) 12.9 (8.28-19.8) 2-day 2.81 (2.27-3.44) 3.54 (2.85-4.34) 4.73 (3.80-5.82) 5.72 (4.56-7.09) 7.08 (5.49-9.36) 8.06 (6.15-11.0) 9.17 (6.86-13.2) 10.6 (7.30-15.3) 13.1 (8.60-19.5) 15.2 (9.79-23.2) 3-day 3.06 (2.49-3.74) 3.85 (3.12-4.71) 5.15 (4.15-6.31) 6.22 (4.99-7.67) 7.69 (6.00-10.1) 8.76 (6.72-11.9) 9.97 (7.48-14.3) 11.6 (7.96-16.6) 14.2 (9.38-21.2) 16.6 (10.7-25.2) 4-day 3.29(2.68-4.00)4.13(3.36-5.02)5.50(4.45-6.71)6.63(5.34-8.15)8.19(6.41-10.7)9.32(7.17-12.6)10.6(7.97-15.2)12.3(8.47-17.6)15.1(9.97-22.4)17.6(11.3-26.7) 7-day 3.93 (3.23-4.74) 4.86 (3.98-5.87) 6.37 (5.20-7.73) 7.63 (6.19-9.32) 9.36 (7.36-12.2) 10.6 (8.19-14.2) 12.0 (9.05-17.0) 13.9 (9.59-19.7) 16.8 (11.2-24.9) 19.5 (12.6-29.4) 10-day 4.58(3.77-5.50)5.55(4.57-6.67)7.14(5.85-8.62)8.46(6.89-10.3)10.3(8.10-13.3)11.6(8.96-15.4)13.1(9.83-18.3)14.9(10.4-21.2)17.9(11.9-26.4)20.5(13.3-30.9) 20-day 6.60 (5.49-7.86) 7.63 (6.34-9.09) 9.31 (7.71-11.1) 10.7 (8.80-12.9) 12.6 (10.0-16.1) 14.1 (10.9-18.4) 15.6 (11.7-21.3) 17.4 (12.2-24.4) 20.1 (13.4-29.4) 22.3 (14.5-33.5) 30-day 8.28 (6.93-9.81) 9.35 (7.81-11.1) 11.1 (9.23-13.2) 12.5 (10.4-15.0) 14.5 (11.5-18.3) 16.0 (12.4-20.7) 17.6 (13.1-23.7) 19.3 (13.6-26.9) 21.7 (14.6-31.6) 23.7 (15.4-35.3) 45-day 10.4 (8.71-12.2) 11.5 (9.64-13.5) 13.3 (11.1-15.8) 14.8 (12.3-17.7) 16.9 (13.5-21.1) 18.5 (14.4-23.7) 20.1 (15.0-26.8) 21.8 (15.4-30.2) 23.9 (16.1-34.7) 25.6 (16.7-38.1) 60-day 12.1 (10.2-14.2) 13.2 (11.2-15.6) 15.2 (12.7-17.9) 16.8 (14.0-20.0) 19.0 (15.2-23.6) 20.7 (16.1-26.3) 22.4 (16.6-29.5) 24.0 (17.0-33.2) 26.0 (17.6-37.6) 27.5 (18.0-40.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top Page 1 of 4Precipitation Frequency Data Server 5/30/2019https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=42.3070&lon=-72.6239&dat... PF graphical Back to Top Page 2 of 4Precipitation Frequency Data Server 5/30/2019https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=42.3070&lon=-72.6239&dat... Maps & aerials Small scale terrain Large scale terrain Large scale map + – 3km 2mi + – 100km 60mi + – 100km 60mi Page 3 of 4Precipitation Frequency Data Server 5/30/2019https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=42.3070&lon=-72.6239&dat... Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather ServiceNational Water Center1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Page 4 of 4Precipitation Frequency Data Server 5/30/2019https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=42.3070&lon=-72.6239&dat... Sensitive / Proprietary Appendix C – Hydraulics: Inlet & Storm Sewer Analysis PR O J E C T : I ‐91 Ov e r US Ro u t e 5 Design b y TS Date:6/27/2019 PR O J E C T NO . 6 0 6 5 5 2 Checked b y RP Date:7/8/2019 FI L E NA M E : I ‐91 In l e t Ca l c u l a t i o n s . x l s x DA T E (R E V ) 2 7 ‐Ju n ‐19 U/ S St r u c t u r e No . D/ S St r u c t u r e No . Fr a m e & Gr a t e B e g i n St a t i o n E n d St a t i o n L e n g t h (f t ) W i d t h (f t ) A r e a (A c r e s ) Ru n o f f Co e f f i c i e n t (C ) 10 ‐Ye a r St o r m In t e n s i t y (i n / h r ) 10 ‐Ye a r Pe a k f l o w Q= C I A (c f s ) Di s c h a g e + By p a s s (c f s ) Cr o s s Slo p e Gu t t e r (f t / f t ) Cr o s s Sl o p e Sh o u l d e r (f t / f t ) Lo n g i t u d i n a l Gr a d e (f t / f t ) En c r o a c h m e n t (ft)Allowable Encroachment (ft)Depth at Curb (ft)Q ‐Intercepted by inlet (cfs)Q ‐ Bypass (cfs) N O T E Hig h Po i n t I N 1 2 0 A 83 + 6 4 8 5 + 7 5 2 1 1 2 6 . 0 0 . 1 2 6 0 . 9 5 6 . 2 5 0 . 7 4 8 0 . 7 4 8 0 . 0 2 0 0 . 0 2 0 0 . 0 0 9 6 . 4 0 9 1 0 . 0 0 . 1 3 0 . 5 6 6 0 . 1 8 2 IN 1 I N 2 2 0 A 85 + 7 5 8 8 + 2 5 2 5 0 2 2 . 5 0 . 1 2 9 0 . 9 5 6 . 2 5 0 . 7 6 7 0 . 9 4 8 0 . 0 2 0 0 . 0 2 0 0 . 0 0 9 7 . 0 0 5 1 0 . 0 0 . 1 4 0 . 6 7 4 0 . 2 7 4 Hig h Po i n t I N 3 2 0 A 83 + 6 4 8 5 + 7 6 2 1 2 2 7 . 8 0 . 1 3 5 0 . 9 5 6 . 2 5 0 . 8 0 2 0 . 8 0 2 0 . 0 2 0 0 . 0 2 0 0 . 0 0 9 6 . 5 7 9 1 0 . 0 0 . 1 3 0 . 5 9 6 0 . 2 0 6 IN 3 I N 4 2 0 A 85 + 7 6 8 8 + 1 1 2 3 5 2 4 . 8 0 . 1 3 4 0 . 9 5 6 . 2 5 0 . 7 9 3 0 . 9 9 9 0 . 0 2 0 0 . 0 2 0 0 . 0 0 9 7 . 1 4 4 1 0 . 0 0 . 1 4 0 . 7 0 1 0 . 2 9 8 Hig h Po i n t I N 5 A 2 0 A 83 + 6 4 7 6 + 6 6 6 9 8 2 9 . 3 0 . 4 6 9 0 . 9 5 6 . 2 5 2 . 7 8 8 2 . 7 8 8 0 . 0 2 0 0 . 0 2 0 0 . 0 1 4 9 . 7 2 9 1 0 . 0 0 . 2 0 1 . 4 9 4 1 . 2 9 4 Additional inlet added IN 5 A I N 5 2 0 A 76 + 6 6 7 5 + 4 1 1 2 5 2 9 . 3 0 . 0 8 4 0 . 9 5 6 . 2 5 0 . 4 9 9 1 . 7 9 3 0 . 0 2 0 0 . 0 2 0 0 . 0 1 0 8 . 7 9 1 1 0 . 0 0 . 1 8 1 . 0 7 0 0 . 7 2 3 IN 5 I N 6 2 0 A 75 + 4 1 7 3 + 9 9 1 4 2 3 4 . 8 0 . 1 1 3 0 . 9 5 6 . 2 5 0 . 6 7 4 1 . 3 9 7 0 . 0 2 0 0 . 0 2 0 0 . 0 1 0 8 . 0 0 6 1 0 . 0 0 . 1 6 0 . 8 9 6 0 . 5 0 1 IN 6 I N 7 * 2 0 A 73 + 9 9 7 1 + 1 9 2 8 0 V a r i e s 0 . 2 0 0 0 . 9 5 6 . 2 5 1 . 1 8 8 1 . 6 8 8 0 . 0 3 0 0 . 0 3 0 0 . 0 3 0 5 . 4 0 8 1 0 . 0 0 . 1 6 1 . 3 8 5 0 . 3 0 3 On Ramp B Br e a k Po i n t I N 8 2 0 A 73 + 1 1 7 0 + 5 4 2 5 7 2 3 . 0 0 . 1 3 6 0 . 9 5 6 . 2 5 0 . 8 0 6 0 . 8 0 6 0 . 0 2 0 0 . 0 2 0 0 . 0 0 3 8 . 3 5 4 1 0 . 0 0 . 1 7 0 . 5 7 2 0 . 2 3 4 Hig h Po i n t I N 9 2 0 A 83 + 6 4 7 6 + 6 6 6 9 8 2 9 . 1 0 . 4 6 6 0 . 9 5 6 . 2 5 2 . 7 6 9 2 . 7 6 9 0 . 0 2 0 0 . 0 2 0 0 . 0 1 4 9 . 7 0 4 1 0 . 0 0 . 1 9 1 . 4 8 7 1 . 2 8 2 IN 9 I N 1 0 2 0 A 7 6 + 6 6 7 4 + 5 4 21 2 30 . 8 0.1 5 0 0.9 5 6 . 2 5 0. 8 9 0 2 . 1 7 2 0. 0 2 0 0 . 0 2 0 0. 0 1 0 9.447 1 0 . 0 0 . 1 9 1 . 2 2 3 0.949 IN 1 0 I N 1 1 * 2 0 A 74 + 5 4 7 2 + 8 1 1 7 3 V a r i e s 0 . 2 0 3 0 . 9 5 6 . 2 5 1 . 2 0 5 2 . 1 5 4 0 . 0 3 0 0 . 0 3 0 0 . 0 3 0 5 . 9 2 6 1 0 . 0 0 . 1 8 1 . 6 5 2 0 . 5 0 2 On Ramp C Br e a k Po i n t I N 1 2 2 0 A 73 + 8 2 7 0 + 6 4 3 1 8 2 3 . 0 0 . 1 6 8 0 . 9 5 6 . 2 5 0 . 9 9 7 0 . 9 9 7 0 . 0 2 0 0 . 0 2 0 0 . 0 0 3 9 . 0 4 7 1 0 . 0 0 . 1 8 0 . 6 7 3 0 . 3 2 4 Hig h Po i n t I N 1 3 2 0 A 1 1 1 + 9 5 1 1 0 + 0 8 18 7 Va r i e s 0.1 0 4 0.9 5 6 . 2 5 0. 6 1 8 0 . 6 1 8 0.0 2 0 . 0 2 0 . 0 1 7 5 . 3 1 8 8 . 0 0 . 1 1 0 . 4 6 7 0.151 Hig h Po i n t I N 1 4 2 0 A 1 1 1 + 9 5 1 1 0 + 0 8 18 7 Va r i e s 0 . 1 6 5 0 . 9 5 6 . 2 5 0. 9 8 0 0 . 9 8 0 0.0 2 0 . 0 2 0. 0 1 7 6.322 8 . 0 0 . 1 3 0 . 6 6 6 0.314 Hig h Po i n t I N 4 0 * 2 0 A R a m p R a m p 15 5 Va r i e s 0 . 2 9 0 . 9 5 6 . 2 5 1. 7 2 2 1 . 7 2 2 0.0 3 0 . 0 3 0. 0 1 6 7.972 8 . 0 0 . 2 1 1 . 7 2 2 0.000 Ramp low point Hig h Po i n t I N 4 1 * 2 0 A R a m p R a m p 15 5 Va r i e s 0 . 1 4 0 . 9 5 6 . 2 5 0. 8 3 1 0 . 8 3 1 0.0 2 0 . 0 2 0. 0 1 6 7.435 8 . 0 0 . 1 3 0 . 8 3 1 0.000 Ramp low point Hig h Po i n t I N 1 5 2 0 A 1 1 1 + 9 5 1 1 3 + 2 2 12 7 23 . 5 0.0 6 9 0.9 5 6 . 2 5 0. 4 1 0 0 . 4 1 0 0. 0 2 0 0 . 0 2 0 0 . 0 0 7 5 . 3 8 0 8 . 0 0 . 1 1 0 . 3 2 2 0.087 Hig h Po i n t I N 1 6 2 0 A 1 1 1 + 9 5 R a m p 11 4 Va r i e s 0 . 1 0 6 0 . 9 5 6 . 2 5 0. 6 2 9 0 . 6 2 9 0 . 0 2 0 0. 0 2 0 0 . 0 0 7 6 . 3 2 2 8 . 0 0 . 1 3 0 . 4 5 2 0.177 In 1 6 I N 1 7 * 2 0 A R a m p R a m p 50 Va r i e s 0 . 1 1 3 0 . 9 5 6 . 2 5 0. 6 7 1 0 . 8 4 8 0 . 0 2 0 0. 0 2 0 0 . 0 0 7 7 . 5 2 2 8 . 0 0 . 1 3 0 . 8 4 8 0.000 Sag Inlet Hig h Po i n t I N 1 8 2 0 A 1 1 2 + 5 5 1 1 3 + 2 2 67 Va r i e s 0 . 0 7 5 0 . 9 5 6 . 2 5 0. 4 4 5 0.4 4 5 0 . 0 2 0 0 . 0 2 0 0 . 0 0 7 5 . 5 5 3 8 . 0 0 . 1 1 0 . 3 4 4 0.101 IN 1 8 I N 2 1 2 0 A 1 1 3 + 2 2 1 1 4 + 7 5 15 3 Va r i e s 0 . 1 2 5 0 . 9 5 6 . 2 5 0. 7 4 2 0 . 8 4 3 0 . 0 2 0 0. 0 2 0 0 . 0 0 7 7 . 0 5 6 8 . 0 0 . 1 4 0 . 5 6 7 0.276 IN 2 1 I N 2 0 2 0 A 1 1 4 + 7 5 1 1 5 + 2 5 50 Va r i e s 0 . 1 4 2 0 . 9 5 6 . 2 5 0. 8 4 3 1 . 1 1 9 0 . 0 2 0 0. 0 2 0 0 . 0 0 7 7 . 8 4 9 8 . 0 0 . 1 6 0 . 7 0 3 0.416 IN 2 0 I N 1 9 2 0 A 1 1 5 + 2 5 1 1 6 + 2 0 95 Va r i e s 0 . 0 6 9 0 . 9 5 6 . 2 5 0. 4 1 0 0 . 8 2 6 0 . 0 2 0 0. 0 2 0 0 . 0 0 6 7 . 2 0 7 8 . 0 0 . 1 4 0 . 5 5 6 0.270 IN 1 9 I N 2 2 2 0 A 1 1 6 + 2 0 1 1 8 + 0 0 18 0 28 . 5 0 . 1 1 8 0 . 9 5 6 . 2 5 0. 7 0 1 0 . 9 7 1 0 . 0 2 0 0. 0 2 0 0 . 0 0 6 7 . 6 5 8 8 . 0 0 . 1 5 0 . 6 2 9 0.342 IN 2 2 I N 2 3 2 0 A 1 1 8 + 0 0 1 1 9 + 9 0 19 0 28 . 5 0 . 1 2 4 0 . 9 5 6 . 2 5 0. 7 3 6 1 . 0 7 8 0 . 0 2 0 0. 0 2 0 0 . 0 0 6 7 . 9 6 4 8 . 0 0 . 1 6 0 . 6 8 0 0.398 IN 2 3 I N 2 4 2 0 A 1 1 9 + 9 0 1 2 1 + 5 0 16 0 28 . 5 0 . 1 0 5 0 . 9 5 6 . 2 5 0. 6 2 3 1 . 0 2 1 0 . 0 2 0 0. 0 2 0 0 . 0 0 6 7 . 8 0 4 8 . 0 0 . 1 6 0 . 6 5 3 0.368 IN 2 4 I N 2 5 2 0 A 1 2 1 + 5 0 1 2 2 + 0 0 50 28 . 5 0 . 0 3 3 0 . 9 5 6 . 2 5 0 . 1 9 6 0.5 6 4 0 . 0 2 0 0. 0 2 0 0 . 0 0 6 6 . 2 4 7 8 . 0 0 . 1 2 0 . 4 1 4 0.150 Flanking Inlet Hig h Po i n t I N 3 6 2 0 A 1 3 2 + 9 5 1 3 0 + 4 0 2 5 5 V a r i e s 0 . 1 9 2 0 . 9 5 6 . 2 5 1 . 1 3 8 1.1 3 8 0 . 0 2 5 0. 0 2 5 0 . 0 0 5 7 . 3 1 6 8 . 0 0 . 1 8 0 . 7 6 9 0.369 Hig h Po i n t I N 3 5 2 0 A 1 3 0 + 4 0 1 2 9 + 5 5 8 5 V a r i e s 0 . 0 8 2 0 . 9 5 6 . 2 5 0 . 4 8 4 0 . 4 8 4 0. 0 2 0 0 0. 0 2 0 0 . 0 0 5 6 . 1 0 4 8 . 0 0 . 1 2 0 . 3 6 5 0.119 IN 3 5 I N 3 3 2 0 A 1 2 9 + 5 5 1 2 8 + 8 0 7 5 V a r i e s 0 . 0 6 8 0 . 9 5 6 . 2 5 0 . 4 0 4 0 . 9 2 0 0. 0 2 0 0 0. 0 2 0 0 . 0 0 5 7 . 7 6 6 8 . 0 0 . 1 6 0 . 6 0 2 0.318 IN 3 3 I N 3 2 2 0 A 1 2 8 + 8 0 1 2 7 + 9 5 8 5 V a r i e s 0 . 0 9 8 0 . 9 5 6 . 2 5 0 . 5 8 2 0 . 9 0 0 0. 0 2 0 0. 0 2 0 0 . 0 0 5 7 . 7 0 2 8 . 0 0 . 1 5 0 . 5 9 2 0.308 Hig h Po i n t I N 3 1 2 0 A R a m p R a m p 1 9 0 V a r i e s 0 . 1 3 3 0 . 9 5 6 . 2 5 0 . 7 9 0 0 . 7 9 0 0. 0 2 0 0. 0 2 0 0 . 0 0 5 7 . 3 3 5 8 . 0 0 . 1 5 0 . 5 3 6 0.254 IN 3 1 I N 3 0 2 0 A 1 2 7 + 9 5 1 2 7 + 3 0 6 5 V a r i e s 0 . 0 7 0 0 . 9 5 6 . 2 5 0 . 4 1 6 0 . 9 7 8 0. 0 2 0 0. 0 2 0 0 . 0 0 5 7 . 9 4 6 8 . 0 0 . 1 6 0 . 6 3 1 0.347 IN 3 0 I N 2 9 2 0 A 1 2 7 + 3 0 1 2 6 + 2 0 1 1 0 V a r i e s 0 . 1 0 1 0 . 9 5 6 . 2 5 0 . 6 0 0 0 . 9 4 7 0. 0 2 0 0. 0 2 0 0 . 0 0 5 7 . 8 5 0 8 . 0 0 . 1 6 0 . 6 1 6 0.331 IN 2 9 I N 2 9 A 2 0 A 1 2 6 + 2 0 1 2 5 + 0 0 1 2 0 4 0 . 0 0 . 1 0 9 0 . 9 5 6 . 2 5 0 . 6 4 7 0 . 9 7 8 0. 2 0 0 0. 2 0 0 0 . 0 0 5 7 . 9 4 6 8 . 0 0 . 1 6 0 . 6 3 1 0.347 IN 2 9 A I N 2 8 2 0 A 1 2 5 + 0 0 1 2 3 + 8 0 1 2 0 4 0 . 0 0 . 1 0 9 0 . 9 5 6 . 2 5 0 . 6 4 7 0 . 9 9 4 0. 2 0 0 0. 2 0 0 0 . 0 0 5 7 . 9 9 4 8 . 0 0 . 1 6 0 . 6 3 9 0.355 IN 2 8 I N 2 7 2 0 A 1 2 3 + 8 0 1 2 2 + 7 0 1 1 0 4 0 . 0 0 . 0 9 3 0 . 9 5 6 . 2 5 0 . 5 5 2 0 . 9 0 7 0. 0 2 0 0. 0 2 0 0 . 0 0 5 7 . 7 2 4 8 . 0 0 . 1 5 0 . 5 9 6 0.311 Flanking Inlet IN 2 7 I N 2 6 2 0 A 1 2 2 + 7 0 1 2 2 + 2 0 5 0 V a r i e s 0 . 0 3 4 0 . 9 5 6 . 2 5 0 . 2 0 2 0 . 6 6 3 0. 0 2 0 0. 0 2 0 0 . 0 0 6 6 . 6 3 7 8 . 0 0 . 1 3 0 . 6 6 3 0.000 Sag Inlet Hig h Po i n t I N 3 7 * 2 0 A R a m p A R a m p A R a m p A 1 5 5 . 0 0 . 1 4 3 0 . 7 3 6 . 2 5 0 . 6 5 2 0 . 6 5 2 0. 0 2 0 0. 0 2 0 0 . 0 0 5 6 . 8 2 5 8 . 0 0 . 1 4 0 . 4 6 2 0.190 Bypass to IN33 Hig h Po i n t I N 3 4 * 2 0 A R a m p B R a m p B R a m p B 1 6 0 . 0 0 . 1 5 1 0 . 7 3 6 . 2 5 0 . 6 8 9 0 . 6 8 9 0. 0 2 0 0. 0 2 0 0 . 0 0 5 6 . 9 6 8 8 . 0 0 . 1 4 0 . 4 8 2 0.207 Bypass to IN33 NO T E : 1. In t e s n s i t y is ba s e d on th e ID F cu r v e fo r Sp r i n g f i e l d . M A 2. 10 ye a r st o r m fr e q u e n c y is ba s e d on th e Ma s s a c h u s e t t s Hi g h w a y De p a r t m e n t Pr o j e c t De v e l o p m e n t & De s i g n Gu i d e . Fo r In t e r s t a t e s / F r e e w a y s a 10 yr de s i g n st o r m is us e d un l e s s th e ro a d w a y is de p r e s s e d 3. A 5 mi n u t e ti m e of co n c e n t r a t i o n is us e d fo r de s i g n 4. Se v e r a l dr a i n a g e ar e a s ha v e ra m p ar e a s in c l u d e d in th e dr a i a n g e ar e a an d th e wi d t h va r i e s . Dr a i n a g e Ar e a is ba s e d on de s i g n pl a n s . 5. Al l o w a b l e en c r o a c h m e n t on I ‐91 is sh o u l d e r wid t h = 10 ' . US Ro u t e 5 al l o w a b l e en c r o a c h m e n t is sh o u l d e r wit d t h + 3' of la n e = 8' to t a l 6. Ra m p In l e t ar e be i n g re p l a c e d wit h de e p ca t c h ba s i n fo r TS S pu r p o s e on l y . Th e sp r e a d an d flo w sh o w n on ra m p in l e t s ar e fo r th e in f o r m a t i o n pu r p o s e s on l y as th e ra m p s ar e no t in c l u d e d in th e de s i g n e d / c o n s t r u c t i o n . Ro u t e 5 In l e t sp a c i n g mi d d l e ar e a of pr o j e c t No r t h b o u n d Ro u t e 5 in l e t sp a c i n g mi d d l e ar e a of pr o j e c t So u t h b o u n d IN L E T SP A C I N G CO M P U T A T I O N FO R I ‐91 & US RT ‐5 I ‐91 NB No r t h of Br i d g e I ‐91 SB No r t h of Br i d g e I ‐91 NB So u t h of Br i d g e I ‐91 SB So u t h of Br i d g e Ro u t e 5 In l e t sp a c i n g No r t h en d of pr o j e c t Hydraulic Analysis Report Project Data Project Title: I-91 and Route 5 Inlet design Designer: Project Date: Thursday, June 27, 2019 Project Units: U.S. Customary Units Notes: Curb and Gutter Analysis: IN5 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0098 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Uniform Gutter Geometry Manning's n: 0.0150 Gutter Width: 0.0010 ft Width of Spread: 8.7914 ft Gutter Result Parameters Design Flow: 1.7930 cfs Gutter Depression: 0.0000 in Area of Flow: 0.7729 ft^2 Eo (Gutter Flow to Total Flow): 0.0003 Gutter Depth at Curb: 2.1099 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 2.0000 ft Grate Length: 2.0000 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 1.0696 cfs Bypass Flow: 0.7234 cfs Approach Velocity: 2.3199 ft/s Splash-over Velocity: 8.1290 ft/s Efficiency: 0.5965 Curb and Gutter Analysis: IN8 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0026 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Uniform Gutter Geometry Manning's n: 0.0150 Gutter Width: 0.0010 ft Width of Spread: 8.3539 ft Gutter Result Parameters Design Flow: 0.8060 cfs Gutter Depression: 0.0000 in Area of Flow: 0.6979 ft^2 Eo (Gutter Flow to Total Flow): 0.0003 Gutter Depth at Curb: 2.0049 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 2.0000 ft Grate Length: 2.0000 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 0.5721 cfs Bypass Flow: 0.2339 cfs Approach Velocity: 1.1549 ft/s Splash-over Velocity: 8.1290 ft/s Efficiency: 0.7097 Curb and Gutter Analysis: IN22 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Uniform Gutter Geometry Manning's n: 0.0150 Gutter Width: 2.0000 ft Width of Spread: 7.6581 ft Gutter Result Parameters Design Flow: 0.9710 cfs Gutter Depression: 0.0000 in Area of Flow: 0.5865 ft^2 Eo (Gutter Flow to Total Flow): 0.5543 Gutter Depth at Curb: 1.8380 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 2.0000 ft Grate Length: 2.0000 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 0.6289 cfs Bypass Flow: 0.3421 cfs Approach Velocity: 1.6557 ft/s Splash-over Velocity: 8.1290 ft/s Efficiency: 0.6477 Curb and Gutter Analysis: IN26 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Uniform Gutter Geometry Manning's n: 0.0150 Gutter Width: 2.0000 ft Width of Spread: 6.6372 ft Gutter Result Parameters Design Flow: 0.6630 cfs Gutter Depression: 0.0000 in Area of Flow: 0.4405 ft^2 Eo (Gutter Flow to Total Flow): 0.6161 Gutter Depth at Curb: 1.5929 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 2.0000 ft Grate Length: 2.0000 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 6.0000 ft Effective Perimeter: 6.0000 ft Area: 3.6000 ft^2 Effective Area: 3.6000 ft^2 Depth at center of grate: 0.1107 ft Computed Width of Spread at Sag: 6.5352 ft Flow type: Weir Flow Efficiency: 1.0000 MassDOT I-91 over U.S. Route 5, B&M RR and Hockanum Road CALCULATIONS BY:T.Swartzbaugh Northampton, MA DATE:7/9/2019 PIPE HYDRAULICS CALCULATIONS CHECKED BY:R. Patel DATE:7/9/2019 PIPE ID Upstream Node ID Downstream Node ID 10-Yr. Design Flow Q10 (cfs) Q10 Cumulative (cfs) Pipe Size (in) Rim Elevation (U/S) (ft) Rim Elevation (D/S) (ft) Pipe Invert Upstream (ft) Pipe Invert Downstream (ft) Pipe Length (ft) Pipe Slope (%) Pipe Capacity (cfs) Pipe Velocity (ft/s) Does Velocity Meet Criteria (3-12 ft/s) Notes P1 IN1 Ex Pipe 0.57 0.57 12 148.45 Unknown 146.06 Ex 132.14 Ex 58 24.00 17.45 10.19 YES Slope drain pipe P2 IN3 Ex Pipe 0.60 0.60 12 148.50 Unknown 146.02 Ex 134.95 Ex 57 19.42 15.70 9.60 YES Slope drain pipe P3 IN4 EXIN1 0.70 0.70 12 146.22 143.00 141.30 140.59 75 0.95 3.46 3.45 YES Existing pipe P4 EXIN1 EX MH 3.08 3.78 12 143.00 145.00 140.43 139.65 82 0.95 3.47 4.81 YES Existing pipe P5 IN2 EX MH 0.67 0.67 12 146.43 145.00 141.07 141.00 12 0.58 2.71 2.86 YES Existing pipe P6 IN9 IN38 1.49 1.49 12 143.84 140.21 139.39 137.36 72 2.82 5.99 6.32 YES P7 IN38 IN5A 3.47 4.96 15 140.21 145.00 137.36 137.02 72 0.47 4.45 4.04 YES P8 IN5A IN5 1.49 6.45 15 145.00 144.00 137.02 136.41 127 0.48 4.49 5.26 YES P9 IN5 Outfall 1.07 7.52 12 144.00 Outfall 136.41 115.03 72 29.70 19.42 23.16 NO Slope drain pipe P10 IN6 Outfall 0.90 0.90 12 143.00 Outfall 140.14 115.09 60 41.75 23.02 14.18 NO Slope drain pipe P11 IN10 Outfall 1.22 1.22 12 143.01 Outfall 140.18 111.00 80 36.48 21.52 14.83 NO Slope drain pipe P12 IN39 Outfall 2.00 2.00 12 139.01 Outfall 134.84 115.20 149 13.18 12.94 11.95 YES Slope drain pipe P13 IN12 EXIN2 0.67 0.67 12 141.49 138.00 135.09 133.23 66 2.82 5.98 5.04 YES Slope drain pipe P14 EXIN2 IN8 2.11 2.78 12 138.00 142.00 133.23 133.04 68 0.28 1.89 3.54 YES Existing pipe P15 IN8 IN7 0.57 3.35 15 142.00 138.00 133.04 132.74 104 0.29 3.47 3.22 YES P16 IN7 Outfall 1.39 4.74 18 138.00 Outfall 132.74 115.13 55 32.02 59.43 20.12 NO Ex Slope drain pipe P17 IN11 Outfall 1.65 1.65 12 138.25 Outfall 135.19 114.01 70 30.26 19.59 15.17 NO Slope drain pipe P18 IN13 IN14 0.47 0.47 12 124.00 123.87 119.49 118.72 43 1.79 4.78 3.86 YES P19 IN14 Outfall 0.67 1.14 12 123.87 Outfall 118.72 118.00 26 2.76 5.93 5.83 YES P20 IN15 IN18 0.32 0.32 12 124.90 125.10 120.99 120.59 44 0.91 3.40 2.72 YES P21 IN18 IN16 0.34 0.66 12 125.10 123.85 120.59 119.88 75 0.95 3.47 3.40 YES P22 IN16 Outfall 0.45 1.11 12 123.85 Outfall 116.30 115.70 21 2.86 6.03 5.85 YES P23 IN41 IN40 0.83 0.83 12 124.00 124.00 120.50 120.28 26 0.85 3.29 3.49 YES P24 IN40 IN17 1.72 2.55 12 124.00 124.79 120.28 119.65 67 0.94 3.45 4.81 YES P25 IN17 Outfall 0.85 3.40 12 124.79 Outfall 115.83 115.18 23 2.83 5.97 7.85 YES P26 IN21 IN20 0.57 0.57 12 124.45 124.08 121.55 121.17 48 0.79 3.15 3.04 YES P27 IN20 Outfall 0.70 1.27 12 124.08 Outfall 119.52 118.97 21 2.62 5.73 5.86 YES P28 IN19 Outfall 0.56 0.56 12 123.52 Outfall 117.67 116.93 21 3.52 6.69 5.16 YES P29 IN22 IN23 0.63 0.63 12 123.76 122.00 119.44 118.50 190 0.50 2.51 2.65 YES P30 IN23 Outfall 0.68 1.31 12 122.00 Outfall 118.50 117.00 97 1.55 4.43 4.91 YES P31 IN24 IN25 0.65 0.65 12 121.10 121.10 117.60 116.69 49 1.86 4.86 4.31 YES P32 IN25 IN26 0.41 1.06 12 121.10 120.43 116.69 116.36 21 1.57 4.46 4.67 YES P33 IN26 IN27 0.66 1.72 12 120.43 120.15 116.36 115.44 50 1.84 4.84 5.64 YES P34 IN27 MH1 0.60 2.32 12 120.15 120.93 115.44 114.51 52 1.80 4.78 6.02 YES P35 MH1 Outfall 0.00 4.21 15 120.93 Outfall 114.51 113.50 33 3.06 11.30 8.53 YES P36 IN31 IN30 0.54 0.54 12 122.92 123.00 119.42 119.00 46 0.91 3.40 3.16 YES P37 IN30 Outfall 0.63 1.17 12 123.00 Outfall 117.48 117.00 14 3.43 6.60 6.37 YES P38 IN29 IN29A 0.62 0.62 12 122.35 121.87 117.94 116.78 120 0.97 3.50 3.36 YES P39 IN29A IN28 0.63 1.25 12 121.87 120.95 116.78 115.62 120 0.97 3.50 4.09 YES P40 IN28 MH1 0.64 1.89 12 120.95 120.93 115.62 115.07 58 0.95 3.47 4.50 YES P41 IN33 IN32 0.60 0.60 12 124.10 123.99 120.57 120.00 85 0.67 2.92 2.92 YES P42 IN32 Outfall 0.59 1.19 12 123.99 Outfall 120.00 117.00 71 4.23 7.33 6.87 YES Existing pipe P43 IN35 IN37 0.37 0.37 12 125.00 124.00 120.58 119.86 40 1.80 4.77 3.59 YES P44 IN37 IN34 0.46 0.83 12 124.00 124.00 119.86 119.75 15 0.73 3.04 3.35 YES P45 IN34 Ex pipe 0.48 1.31 12 124.00 Ex Pipe 118.40 118.32 8 1.00 3.56 4.19 YES Tie to existing P46 IN36 Outfall 0.77 0.77 12 124.25 Outfall 120.21 120.03 22 0.82 3.23 3.34 YES NOTE: Bentley StormCAD Hydraulic Design Software is used in storm sewer analysis & design. Pipe is designed for 10‐year rainfall. Mannings "n" used in analysis is 0.013 Parsons PIPE HYDRAULIC DESIGN SUMMARY Sensitive / Proprietary StormCAD Report Calculation Detailed Summary Element Details 13ID Notes Base Calculation OptionsLabel Hydraulic Summary Backwater AnalysisFlow Profile Method Actual Uniform Flow Velocity Average Velocity Method 5Number of Flow Profile Steps ft0.00Minimum Structure Headloss ft0.001Hydraulic Grade Convergence Test min5.000Minimum Time of Concentration Inlets FalseNeglect Side Flow?Grate and Curb Active Components for Combination Inlets In Sag FalseNeglect Gutter Cross Slope For Side Flow? Grate and Curb Active Components for Combination Inlets on Grade HEC-22 ft0.50Elevations Considered Equal Within 1.000Depressed Unsubmerged FalseConsider Non-Piped Plunging Flow 0.950Half Bench Submerged 1.000Flat Submerged 0.150Half Bench Unsubmerged 1.000Flat Unsubmerged 0.750Full Bench Submerged 1.000Depressed Submerged 0.070Full Bench Unsubmerged AASHTO 0.350Expansion, Ke 0.500Shaping Adjustment, Cs 0.250Contraction, Kc 1.300Non-Piped Flow Adjustment, Cn Bend Angle vs. Bend Loss Curve Bend Loss Coefficient, KbBend Angle(degrees) 0.0000.00 0.19015.00 0.35030.00 0.47045.00 0.56060.00 0.64075.00 0.70090.00 Generic Structure Loss Pipe with Maximum QV Governing Upstream Pipe Selection Method Page 1 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Calculation Detailed Summary Catchment Summary Catchment Rational Flow (ft³/s) Catchment Intensity (in/h) Catchment CA (acres) Rational CTime of Concentration (min) Area (acres) Label Conduit Summary Depth (Out Link)(ft) Depth (In Link) (ft) Hydraulic Grade Line (Out)(ft) Hydraulic Grade Line (In)(ft) Velocity (Average )(ft/s) Flow (Link) (ft³/s) Subnetwork Outfall Branch ID Conduit Shape Conduit Description Label 0.460.34117.15117.944.310.65P35 FREE_EXT2Circular PipeCircular Pipe - 12.0 inP31 0.370.48117.37118.984.911.31P30 FREE_EXT14Circular PipeCircular Pipe - 12.0 inP30 0.710.56116.15116.925.641.72P35 FREE_EXT2Circular PipeCircular Pipe - 12.0 inP33 0.190.31117.13117.985.160.56P28 FREE_EXT11Circular PipeCircular Pipe - 12.0 inP28 0.550.83114.05115.348.534.21P35 FREE_EXT2Circular PipeCircular Pipe - 15.0 inP35 1.080.65115.59116.096.022.32P35 FREE_EXT2Circular PipeCircular Pipe - 12.0 inP34 0.300.46117.30117.946.371.17P37 FREE_EXT12Circular PipeCircular Pipe - 12.0 inP37 0.270.30119.27119.723.160.54P37 FREE_EXT12Circular PipeCircular Pipe - 12.0 inP36 0.290.84115.42133.5820.124.74P16 FREE_EXT7Circular PipeCircular Pipe - 18.0 inP16 0.890.96133.63134.003.223.35P16 FREE_EXT7Circular PipeCircular Pipe - 15.0 inP15 1.051.27134.09134.503.542.78P16 FREE_EXT7Circular PipeCircular Pipe - 12.0 inP14 0.300.34120.17120.933.400.66P22 FREE_EXT10Circular PipeCircular Pipe - 12.0 inP21 0.300.44115.99116.745.851.11P22 FREE_EXT10Circular PipeCircular Pipe - 12.0 inP22 0.850.63121.13121.133.490.83P25 FREE_EXT8Circular PipeCircular Pipe - 12.0 inP23 0.640.68120.29120.964.812.55P25 FREE_EXT8Circular PipeCircular Pipe - 12.0 inP24 0.570.79115.75116.627.853.40P25 FREE_EXT8Circular PipeCircular Pipe - 12.0 inP25 0.290.31121.46121.863.040.57P27 FREE_EXT17Circular PipeCircular Pipe - 12.0 inP26 0.330.48119.30119.995.861.27P27 FREE_EXT17Circular PipeCircular Pipe - 12.0 inP27 0.130.32135.09146.349.600.60P2 FREE_EXT22Circular PipeCircular Pipe - 12.0 inP2 1.330.64141.92141.943.450.70OF-119Circular PipeCircular Pipe - 12.0 inP3 Page 2 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Calculation Detailed Summary Conduit Summary Depth (Out Link) (ft) Depth (In Link) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Velocity (Average ) (ft/s) Flow (Link) (ft³/s) Subnetwork Outfall Branch ID Conduit Shape Conduit Description Label 0.550.48118.87118.884.191.31P47 FREE_EXT16Circular PipeCircular Pipe - 12.0 inP45 0.270.46117.27120.466.871.19P42 FREE_EXT13Circular PipeCircular Pipe - 12.0 inP42 0.530.34119.03119.782.650.63P30 FREE_EXT14Circular PipeCircular Pipe - 12.0 inP29 0.600.43116.96117.124.671.06P35 FREE_EXT2Circular PipeCircular Pipe - 12.0 inP32 0.380.23120.96121.222.720.32P22 FREE_EXT10Circular PipeCircular Pipe - 12.0 inP20 0.300.45118.30119.175.831.14P19 FREE_EXT15Circular PipeCircular Pipe - 12.0 inP19 0.470.28119.19119.783.860.47P19 FREE_EXT15Circular PipeCircular Pipe - 12.0 inP18 2.232.88138.64139.905.266.45P9 FREE_EXT5Circular PipeCircular Pipe - 15.0 inP8 0.430.98115.46137.3923.167.52P9 FREE_EXT5Circular PipeCircular Pipe - 12.0 inP9 1.340.34134.57135.435.040.67P16 FREE_EXT7Circular PipeCircular Pipe - 12.0 inP13 0.270.60115.46135.4411.952.00P12 FREE_EXT9Circular PipeCircular Pipe - 12.0 inP12 0.160.47111.16140.6514.831.22P11 FREE_EXT1Circular PipeCircular Pipe - 12.0 inP11 0.130.40115.23140.5314.180.90P10 FREE_EXT6Circular PipeCircular Pipe - 12.0 inP10 0.200.55114.21135.7315.171.65P17 FREE_EXT4Circular PipeCircular Pipe - 12.0 inP17 0.120.31132.26146.3710.190.57P1 FREE_EXT21Circular PipeCircular Pipe - 12.0 inP1 2.850.94140.21140.336.321.49P9 FREE_EXT5Circular PipeCircular Pipe - 12.0 inP6 3.493.57140.51140.934.044.96P9 FREE_EXT5Circular PipeCircular Pipe - 15.0 inP7 1.041.19140.69141.624.813.78OF-119Circular PipeCircular Pipe - 12.0 inP4 0.340.34141.34141.412.860.67OF-118Circular PipeCircular Pipe - 12.0 inP5 0.480.54118.48118.863.041.31P47 FREE_EXT16Circular PipeCircular Pipe - 12.0 inP47 0.330.37120.37120.583.340.77P47 FREE_EXT20Circular PipeCircular Pipe - 12.0 inP46 0.350.38120.10120.253.350.83P47 FREE_EXT16Circular PipeCircular Pipe - 12.0 inP44 0.630.47116.25117.254.091.25P35 FREE_EXT3Circular PipeCircular Pipe - 12.0 inP39 0.500.33117.28118.273.360.62P35 FREE_EXT3Circular PipeCircular Pipe - 12.0 inP38 Page 3 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Calculation Detailed Summary Conduit Summary Depth (Out Link) (ft) Depth (In Link) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Velocity (Average ) (ft/s) Flow (Link) (ft³/s) Subnetwork Outfall Branch ID Conduit Shape Conduit Description Label 0.450.25120.31120.833.590.37P47 FREE_EXT16Circular PipeCircular Pipe - 12.0 inP43 0.530.59115.60116.214.501.89P35 FREE_EXT3Circular PipeCircular Pipe - 12.0 inP40 0.560.32120.56120.892.920.60P42 FREE_EXT13Circular PipeCircular Pipe - 12.0 inP41 0.310.88120.31140.5421.304.45OF-118Circular PipeCircular Pipe - 12.0 inCO-1 Node Summary Energy Grade Line (Out Node) (ft) Energy Grade Line (In Node) (ft) Elevation (Invert) (ft) Elevation (Ground) (ft) Flow (Total Out) (ft³/s) Flow (Total Surface) (ft³/s) Subnetwork Outfall Element TypeLabel 118.39118.39117.94122.350.620.62P35 FREE_EXTCatch BasinIN29 116.45116.34115.62120.951.891.89P35 FREE_EXTCatch BasinIN28 116.38116.28115.44120.152.322.32P35 FREE_EXTCatch BasinIN27 117.14117.03116.36120.431.721.72P35 FREE_EXTCatch BasinIN26 117.29117.20116.69121.101.061.06P35 FREE_EXTCatch BasinIN25 118.06118.06117.60121.100.650.65P35 FREE_EXTCatch BasinIN24 119.17119.07118.50122.001.311.31P30 FREE_EXTCatch BasinIN23 119.89119.89119.44123.760.630.63P30 FREE_EXTCatch BasinIN22 121.97121.97121.55124.450.570.57P27 FREE_EXTCatch BasinIN21 120.18120.22119.52124.081.271.27P27 FREE_EXTCatch BasinIN20 141.98141.93140.43143.003.783.78OF-1Catch BasinEXIN1 134.70134.58133.23138.002.782.78P16 FREE_EXTCatch BasinEXIN2 121.17121.17120.50124.000.830.83P25 FREE_EXTCatch BasinIN41 121.27121.15120.28124.002.552.55P25 FREE_EXTCatch BasinIN40 140.46140.35137.36140.214.964.96P9 FREE_EXTCatch BasinIN38 135.70135.70134.84139.012.002.00P12 FREE_EXTCatch BasinIN39 120.71120.71120.21124.250.770.77P47 FREE_EXTCatch BasinIN36 120.39120.33119.86124.000.830.83P47 FREE_EXTCatch BasinIN37 119.07119.15118.38124.001.311.31P47 FREE_EXTCatch BasinIN34 120.92120.92120.58125.000.370.37P47 FREE_EXTCatch BasinIN35 120.64120.59120.00123.991.191.19P42 FREE_EXTCatch BasinIN32 121.01121.01120.57124.100.600.60P42 FREE_EXTCatch BasinIN33 118.11118.19117.48123.001.171.17P37 FREE_EXTCatch BasinIN30 119.83119.83119.42122.920.540.54P37 FREE_EXTCatch BasinIN31 140.33140.76137.02145.006.456.45P9 FREE_EXTCatch BasinIN5A 140.39140.39139.39143.841.491.49P9 FREE_EXTCatch BasinIN9 134.17134.28133.04142.003.353.35P16 FREE_EXTCatch BasinIN8 138.83139.07136.41144.007.527.52P9 FREE_EXTCatch BasinIN5 141.96141.96141.30146.220.700.70OF-1Catch BasinIN4 133.92133.83132.74138.004.744.74P16 FREE_EXTCatch BasinIN7 Page 4 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Calculation Detailed Summary Node Summary Energy Grade Line (Out Node) (ft) Energy Grade Line (In Node) (ft) Elevation (Invert) (ft) Elevation (Ground) (ft) Flow (Total Out) (ft³/s) Flow (Total Surface) (ft³/s) Subnetwork Outfall Element TypeLabel 140.68140.68140.14143.000.900.90P10 FREE_EXTCatch BasinIN6 146.49146.49146.06148.450.570.57P1 FREE_EXTCatch BasinIN1 146.46146.46146.02148.500.600.60P2 FREE_EXTCatch BasinIN3 141.54141.54141.07146.430.670.67OF-1Catch BasinIN2 116.91116.97116.30123.851.111.11P22 FREE_EXTCatch BasinIN16 121.05120.99120.59125.100.660.66P22 FREE_EXTCatch BasinIN18 118.09118.09117.67123.520.560.56P28 FREE_EXTCatch BasinIN19 119.34119.22118.72124.001.141.14P19 FREE_EXTCatch BasinIN14 121.31121.31120.99124.900.320.32P22 FREE_EXTCatch BasinIN15 117.43117.32116.78121.871.251.25P35 FREE_EXTCatch BasinIN29A 117.02117.16115.83124.793.403.40P25 FREE_EXTCatch BasinIN17 140.83140.83140.18143.011.221.22P11 FREE_EXTCatch BasinIN10 135.95135.95135.19138.251.651.65P17 FREE_EXTCatch BasinIN11 135.56135.56135.09141.490.670.67P16 FREE_EXTCatch BasinIN12 119.88119.88119.49124.000.470.47P19 FREE_EXTCatch BasinIN13 141.11141.05139.65145.004.450.00OF-1ManholeEX MH 115.71115.72114.51120.934.210.00P35 FREE_EXTManholeMH1 119.00119.01118.32124.001.310.00P47 FREE_EXTTransitionTransition-1 Inlet Summary Gutter Spread (ft) Gutter Depth (in) Capture Efficiency (Calculated) (%) Bypass Target Flow (Total Bypassed) (ft³/s) Flow (Total Intercepted) (ft³/s) Catalog InletCatalog Inlet Type Inlet TypeLabel 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN29 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN28 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN27 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN26 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN25 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN24 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN23 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN22 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN21 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN20 Page 5 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Calculation Detailed Summary Inlet Summary Gutter Spread (ft) Gutter Depth (in) Capture Efficiency (Calculated) (%) Bypass Target Flow (Total Bypassed) (ft³/s) Flow (Total Intercepted) (ft³/s) Catalog InletCatalog Inlet Type Inlet TypeLabel 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateEXIN1 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateEXIN2 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN41 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN40 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN38 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN39 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN36 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN37 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN34 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN35 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN32 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN33 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN30 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN31 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN5A 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN9 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN8 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN5 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN4 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN7 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN6 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN1 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN3 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN2 Page 6 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Calculation Detailed Summary Inlet Summary Gutter Spread (ft) Gutter Depth (in) Capture Efficiency (Calculated) (%) Bypass Target Flow (Total Bypassed) (ft³/s) Flow (Total Intercepted) (ft³/s) Catalog InletCatalog Inlet Type Inlet TypeLabel 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN16 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN18 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN19 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN14 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN15 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN29A 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN17 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN10 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN11 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN12 0.00.0100.0(N/A)0.000.00Type 8 Grate 4 x 4GrateGrateIN13 Page 7 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 1 El e v a t i o n ( f t ) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 2 El e v a t i o n (f t) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 3 El e v a t i o n ( f t ) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 4 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 5 115.6 115.8 116 116.2 116.4 116.6116.8117117.2117.4117.6117.8118118.2118.4118.6118.8119 119.2 119.4 119.6 119.8 120 120.2 120.4 120.6 120.8 121 121.2121.4121.6121.8122122.2122.4122.6122.8123123.2123.4123.6 123.8 124 124.2 124.4 124.6 124.8 125 125.2 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 Station (ft) Label: IN15 Type: Catch Basin ID: 54 Label: P20 Type: Conduit ID: 110 Label: IN18 Type: Catch Basin ID: 51 Label: P21 Type: Conduit ID: 96 Label: IN16 Type: Catch Basin ID: 50 Label: P22 Type: Conduit ID: 97 Label: P22 FREE_EXT Type: Outfall ID: 66 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 6 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 7 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 8 117117.2117.4117.6117.8118118.2118.4118.6118.8119119.2119.4119.6119.8120120.2120.4120.6120.8121121.2121.4121.6121.8122122.2122.4122.6122.8123123.2123.4123.6123.8 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 Station (ft) Label: IN22 Type: Catch Basin ID: 22 Label: P29 Type: Conduit ID: 108 Label: IN23 Type: Catch Basin ID: 21 Label: P30 Type: Conduit ID: 86 Label: P30 FREE_EXT Type: Outfall ID: 77 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 9 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 10 El e v a t i o n ( f t ) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 11 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc Profile Report Profile: Profile - 12 118118.2118.4 118.6 118.8 119 119.2 119.4119.6119.8120120.2 120.4 120.6 120.8 121 121.2121.4121.6121.8 122 122.2 122.4 122.6 122.8123123.2123.4123.6 123.8 124 124.2 124.4 124.6124.8125 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 Station (ft) Label: IN35 Type: Catch Basin ID: 34 Label: P43 Type: Conduit ID: 130 Label: IN37 Type: Catch Basin ID: 32 Label: P44 Type: Conduit ID: 127 ID: 33 Label: P45 Type: Conduit ID: 106 Label: IN34Type: Catch Basin Label: P47 Type: Conduit ID: 125 Label: P47 FREE_EXT Type: Outfall ID: 76 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 7/17/2019 Bentley StormCAD V8i (SELECTseries 2)[08.11.02.75]Bentley Systems, Inc. Haestad Methods Solution CenterNorthampton Drainage.stc 2006 ED ITION Exhibit 8-15 Intensity – Duration – Frequency Curve for Springfield, MA Source: TR55 - Urban Hydrology for Small Wetlands, NRCS 8-30 Drainage and Erosion Control January 2006 Sensitive / Proprietary Appendix D – HYDRAULICS: I-91 SCUPPER ANALYSIS I-91 Bridge, Northampton, MA By: RMP Drainage Design Criteria for MassDOT Drainage Facilities Date:7/29/2019 Checked By: Date: EPG Criteria: Type: 8" x 4" x 1/4" Steel tubing Slab Drain Whenever PossibleStandard scupper size of 17"X21" as shown in Scupper Detail 7.3.3 of Bridge Manual Part-II Alignment: All Standard Crown. Located on Vertical Curve Spacing:According to FHWA Report "Bridge Deck Drainage Guidelines" HEC-21 with MassDot Bridge Manual Part-I & II General Requirement: The variation on the following general requirement should be discussed with MoDot PM before incorporate into final design. 1. Drain should not be located over unprotected fill. If drains are needed fill should be protectedOn Long bridges, scuppers should be placed about 350 feet on centers 2. Drain should not be located over unprotected fill. If drains are needed fill should be protected 3. Drains shall be ommited on all grade seperations and rail overpasses except when located over concrete slope protection or as noted on Design Layout 4. For Bridge with slope less than 0.5 %, space drains at about 10 feet centers, where possible.On Bridge scuppers may be required when profile grade is less than 1% I- 9 1 B r i d g e , N o r t h a m p t o n , M A By: Raj Patel Date:7/30/2019 Checked By: SC U P P E R S P A C I N G F O R I - 9 1 B R I D G E N O R T H B O U N D - R I G H T S I D E ( E A S T S I D E ) Date: Da t a Ve r t i c a l C u r v e I n f o r m a t i o n : Cr e s t C u r v e : Mi d V P I S t a . = 82 + 7 1 . 1 1 El e v a t i o n = 15 1 . 4 3 PV C E n t . S t a . = 80 + 2 1 . 1 1 El e v a t i o n = 14 8 . 5 7 En t r a n c e G r a d e = 1. 1 4 % Ex i t G r a d e = -0 . 8 8 % Le n g t h = 50 0 . 0 0 K= 24 7 . 5 2 4 7 5 Co m p . H i g h P t . S t a . = 83 + 0 3 . 2 9 To t a l W i d t h o f B r i d g e F r o m C r o w n 31 . 7 5 ft . (1 4 ' + 6 ' + 1 . 7 5 ) Tr a n s . P a v e m e n t S l o p e P x = 0. 0 2 0 ft / f t . In l e t S i z e P a r a l l e l t o C u r b ( w ) = 1.75 Feet To t a l W i d t h o f P a v e m e n t f r o m C r o w n ) 24 . 0 0 ft . Tr a n s . ( S h o u l d e r ) S l o p e S x = 0. 0 2 0 ft / f t . In l e t S i z e P e r p t o C u r b ( L ) = 1.42 Feet De s i g n S p r e a d ( l e f t ) T = 6. 0 0 ft . Wi d t h o f S h o u l d e r 6. 0 fe e t . Grate Type: Bar Grating Ru n o f f C o e f f i c i e n t C = 0. 9 5 De s i g n R a i n f a l l I n t e n s i t y 6. 2 5 in / h r . p e r I D O T B r i d g e M a n u a l Scupper Type:Detail 7.3.3 Ma n n i n g ' s n - P a v e m e n t 0. 0 1 5 Br i d g e S k e w A n g l e 44 De g r e e In l e t O f f S e t t o P G L 46 . 5 8 fe e t . Ab u t e m e n t S t a t i o n : 7 8 + 8 5 ( S o u t h ) , 8 3 + 0 9 ( N o r t h ) Pie r S t a t i o n : 7 9 + 3 5 ( P i e r - 1 ) , 8 0 + 2 0 ( P i e r - 2 ) , 8 1 + 0 6 , ( P i e r - 3 ) , 8 1 + 76 ( p i e r - 4 ) , 8 2 + 5 8 ( P i e r - 5 ) Co u n t St a t i o n LO C Le n g t h o f I n l e t Sc u p p e r Di s t a n c e Lo n g i t u d i n a l Co m p u t e d Pr o v i d e d Co m p u t e d Ca r r y O v e r To t a l F l o w Al l o w a b l e Actual Inlet Intercepted Bypass Elevation OFFSET Rim L/ R Re l a t i v e t o Ty p e fr o m Pr o f i l e G r a d e Sp a c i n g Sp a c i n g Fl o w i n Fl o w i n to I n l e t fl o w t o I n l e t Spread Efficiency Flow in to D/S At PGL from PGL Elevation Al i g n m e n t Hi g h P o i n t In % Cf s . Cf s . In c f s . in c f s . In Feet %cfs.In cfs.in Feet in Feet in Feet 1 79 + 0 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 40 3 . 2 9 1. 1 4 0 0 16 0 . 2 0 50 . 0 0 0. 2 1 6 4 0. 2 7 7 1 0. 4 9 3 5 0. 6 9 3 3 5.28 62.2559 0.3072 0.1863 147.19 46.58 146.98 1 79 + 5 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 35 3 . 2 9 1. 1 4 0 0 16 0 . 2 0 85 . 0 0 0. 3 6 7 9 0. 2 9 5 6 0. 6 6 3 5 0. 6 9 3 3 5.90 58.2409 0.3864 0.2771 147.76 46.58 147.55 1 80 + 3 5 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 26 8 . 2 9 1. 0 8 3 9 15 6 . 2 1 12 5 . 0 0 0. 5 4 1 0 0. 1 5 5 2 0. 6 9 6 2 0. 6 7 6 0 6.07 57.5326 0.4005 0.2956 148.72 46.58 148.51 1 81 + 6 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 14 3 . 2 9 0. 5 7 8 9 11 4 . 1 6 80 . 0 0 0. 3 4 6 2 0. 0 8 0 0 0. 4 2 6 2 0. 4 9 4 1 5.68 63.5819 0.2710 0.1552 149.76 46.58 149.55 1 82 + 4 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 63 . 2 9 0. 2 5 5 7 75 . 8 7 63 . 2 9 0. 2 7 3 9 0. 0 0 0 0 0. 2 7 3 9 0. 3 2 8 3 5.61 70.7984 0.1939 0.0800 150.10 46.58 149.89 0 83 + 0 3 . 2 9 Pe r p e n d i c u l a r 0. 0 0 0. 0 0 0 0 0.0000 150.18 - To t a l N u m b e r o f S c u p p e r s p r o v i d e d = 5 NO T E : RI M E L E V A T I O N S A N D O F F S E T A R E M E A S U R E D A T T H E M I D D L E O F T H E F R A M E O F I N S I D E E D G E ( E D G E C L O S E S T T O T H E LA N E ) SC U P P E R S A R E L O C A T E D M I N I M U M 1 0 F E E T F R O M T H E E D G E O F P I E R A N D A B U T M E N T S . PG L L I N E O F T H E B R I D G E I S A T T H E I N S I D E E D G E ( T O W A R DS M E D I A N ) O F T H E B R I D G E I- 9 1 B r i d g e , N o r t h a m p t o n , M A By: Raj Patel Date:7/30/2019 Checked By: SC U P P E R S P A C I N G F O R I - 9 1 B R I D G E N O R T H B O U N D - L E F T S I DE ( W E S T S I D E ) Date: Da t a Ve r t i c a l C u r v e I n f o r m a t i o n : Cr e s t C u r v e : Mid V P I S t a . = 82 + 7 1 . 1 1 El e v a t i o n = 15 1 . 4 3 PV C E n t . S t a . = 80 + 2 1 . 1 1 El e v a t i o n = 14 8 . 5 7 En t r a n c e G r a d e = 1. 1 4 % Ex i t G r a d e = -0 . 8 8 % Le n g t h = 50 0 . 0 0 K= 24 7 . 5 2 4 7 5 Co m p . H i g h P t . S t a . = 83 + 0 3 . 2 9 To t a l W i d t h o f B r i d g e F r o m C r o w n 19 . 7 5 ft . (1 2 ' + 6 ' + 1 . 7 5 ) Tr a n s . P a v e m e n t S l o p e P x = 0. 0 2 0 ft / f t . In l e t S i z e P a r a l l e l t o C u r b ( w ) = 1.75 Feet To t a l W i d t h o f P a v e m e n t f r o m C r o w n ) 12 . 0 0 ft . Tr a n s . ( S h o u l d e r ) S l o p e S x = 0. 0 2 0 ft / f t . In l e t S i z e P e r p t o C u r b ( L ) = 1.42 Feet De s i g n S p r e a d ( l e f t ) T = 6. 0 0 ft . Wi d t h o f S h o u l d e r 6. 0 fe e t . Grate Type: Bar Grating Ru n o f f C o e f f i c i e n t C = 0. 9 5 De s i g n R a i n f a l l I n t e n s i t y 6. 2 5 in / h r . p e r I D O T B r i d g e M a n u a l Scupper Type:Detail 7.3.3 (Bridge Manual Part-II) Ma n n i n g ' s n - P a v e m e n t 0. 0 1 5 Br i d g e S k e w A n g l e 44 De g r e e In l e t O f f S e t t o P G L 1. 4 2 fe e t . Ab u t e m e n t S t a t i o n : 7 9 + 3 5 ( S o u t h ) , 8 3 + 5 9 ( N o r t h ) Pi e r S t a t i o n : 7 9 + 8 5 ( P i e r - 1 ) , 8 0 + 7 0 ( P i e r - 2 ) , 8 1 + 56 ( P i e r - 3 ) , 8 2 + 2 6 ( P i e r - 4 ) , 8 3 + 0 8 ( P i e r - 5 ) Co u n t St a t i o n LO C Le n g t h o f I n l e t Sc u p p e r Di s t a n c e Lo n g i t u d i n a l Co m p u t e d Pr o v i d e d Co m p u t e d Ca r r y O v e r To t a l F l o w Al l o w a b l e Ac t u a l Inlet Intercepted Bypass Elevation OFFSET Rim L/ R Re l a t i v e t o Ty p e fr o m Pr o f i l e G r a d e Sp a c i n g Sp a c i n g Fl o w i n Fl o w i n to I n l e t fl o w t o I n l e t Sp r e a d Efficiency Flow in to D/S At PGL from PGL Elevation Al i g n m e n t Hi g h P o i n t In % Cf s . Cf s . In c f s . in c f s . In F e e t %cfs.In cfs.in Feet in Feet in Feet 1 79 + 5 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 35 3 . 2 9 1. 1 4 0 0 25 7 . 5 4 19 0 . 0 0 0.5 1 1 5 0. 0 7 9 3 0. 5 9 0 8 0. 6 9 3 3 5. 6 5 59.7928 0.3532 0.2375 147.76 1.42 147.79 1 81 + 4 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 16 3 . 2 9 0. 6 5 9 7 19 5 . 9 1 70 . 0 0 0.1 8 8 4 0. 0 7 4 1 0. 2 6 2 6 0. 5 2 7 4 4. 6 2 69.8133 0.1833 0.0793 149.64 1.42 149.67 1 82 + 1 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 93 . 2 9 0. 3 7 6 9 14 8 . 0 8 93 . 2 9 0.2 5 1 1 0. 0 0 0 0 0. 2 5 1 1 0. 3 9 8 6 5. 0 5 70.4804 0.1770 0.0741 150.00 1.42 150.03 0 83 + 0 3 . 2 9 Pe r p e n d i c u l a r 0. 0 0 0. 0 0 0 0 0.0000 150.18 - To t a l N u m b e r o f S c u p p e r s p r o v i d e d = 3 . NO T E : RI M E L E V A T I O N S A N D O F F S E T A R E M E A S U R E D A T T H E M I D D L E O F T H E F R A M E O F I N S I D E E D G E ( E D G E C L O S E S T T O T H E LA N E ) SC U P P E R S A R E L O C A T E D M I N I M U M 1 0 F E E T F R O M T H E E D G E OF P I E R A N D A B U T M E N T S . PG L L I N E O F T H E B R I D G E I S A T T H E I N S I D E E D G E ( T O W A R DS M E D I A N ) O F T H E B R I D G E I- 9 1 B r i d g e , N o r t h a m p t o n , M A By: Raj Patel Date:7/31/2019 Checked By: SC U P P E R S P A C I N G F O R I - 9 1 B R I D G E S O U T H B O U N D - R I G H T S ID E ( E A S T S I D E ) Date: Da t a Ve r t i c a l C u r v e I n f o r m a t i o n : Cr e s t C u r v e : Mid V P I S t a . = 82 + 4 9 . 9 0 El e v a t i o n = 15 1 . 6 0 PV C E n t . S t a . = 79 + 9 4 . 9 0 El e v a t i o n = 14 8 . 5 6 En t r a n c e G r a d e = 1. 1 9 % Ex i t G r a d e = -0 . 8 6 % Le n g t h = 51 0 . 0 0 K= 24 8 . 7 8 0 Co m p . H i g h P t . S t a . = 82 + 9 0 . 9 5 To t a l W i d t h o f B r i d g e F r o m C r o w n 19 . 7 5 ft . (1 2 ' + 6 ' + 1 . 7 5 ) Tr a n s . P a v e m e n t S l o p e P x = 0. 0 2 0 ft / f t . In l e t S i z e P a r a l l e l t o C u r b ( w ) = 1.75 Feet To t a l W i d t h o f P a v e m e n t f r o m C r o w n ) 12 . 0 0 ft . Tr a n s . ( S h o u l d e r ) S l o p e S x = 0. 0 2 0 ft / f t . In l e t S i z e P e r p t o C u r b ( L ) = 1.42 Feet De s i g n S p r e a d ( l e f t ) T = 6. 0 0 ft . Wi d t h o f S h o u l d e r 6. 0 fe e t . Grate Type: Bar Grating Ru n o f f C o e f f i c i e n t C = 0. 9 5 De s i g n R a i n f a l l I n t e n s i t y 6. 2 5 in / h r . p e r I D O T B r i d g e M a n u a l Scupper Type:Detail 7.3.3 (Bridge Manual Part-II) Ma n n i n g ' s n - P a v e m e n t 0. 0 1 5 Br i d g e S k e w A n g l e 44 De g r e e In l e t O f f S e t t o P G L 1. 4 2 fe e t . Ab u t e m e n t S t a t i o n : 7 9 + 7 5 ( S o u t h ) , 8 4 + 1 5 ( N o r t h ) Pie r S t a t i o n : 8 0 + 3 0 ( P i e r - 1 ) , 8 1 + 1 5 ( P i e r - 2 ) , 8 2 + 02 ( P i e r - 3 ) , 8 2 + 7 5 ( P i e r - 4 ) , 8 3 + 5 8 ( P i e r - 5 ) Co u n t St a t i o n LO C Le n g t h o f I n l e t Sc u p p e r Di s t a n c e Lo n g i t u d i n a l Co m p u t e d Pr o v i d e d Co m p u t e d Ca r r y O v e r To t a l F l o w Al l o w a b l e Ac t u a l Inlet Intercepted Bypass Elevation OFFSET Rim L/ R Re l a t i v e t o Ty p e fr o m Pr o f i l e G r a d e Sp a c i n g Sp a c i n g Fl o w i n Fl o w i n to I n l e t fl o w t o I n l e t Sp r e a d Efficiency Flow in to D/S At PGL from PGL Elevation Al i g n m e n t Hi g h P o i n t In % Cf s . Cf s . In c f s . in c f s . In F e e t %cfs.In cfs.in Feet in Feet in Feet 1 79 + 9 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 30 0 . 9 5 1. 1 9 0 0 26 3 . 1 3 11 0 . 0 0 0.2 9 6 1 0. 1 9 9 7 0. 4 9 5 8 0. 7 0 8 4 5. 2 5 62.3031 0.3089 0.1869 148.50 1.42 148.53 1 81 + 0 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 19 0 . 9 5 0. 7 6 7 5 21 1 . 3 2 19 0 . 9 5 0.5 1 4 0 0. 0 0 0 0 0. 5 1 4 0 0. 5 6 8 9 5. 7 8 61.1520 0.3143 0.1997 149.59 1.42 149.62 0 82 + 9 0 . 9 5 Pe r p e n d i c u l a r 0. 0 0 0. 0 0 0 0 0.0000 150.32 - 1 84 + 0 0 . 0 0 R Pe r p e n d i c u l a r 7. 3 . 3 10 9 . 0 5 0. 4 3 8 3 15 9 . 7 0 10 9 . 0 5 0.2 9 3 6 0. 0 0 0 0 0. 2 9 3 6 0. 4 2 9 9 5. 2 0 68.4022 0.2008 0.0928 150.08 1.42 150.11 To t a l N u m b e r o f S c u p p e r s p r o v i d e d = 3 . NO T E : RI M E L E V A T I O N S A N D O F F S E T A R E M E A S U R E D A T T H E M I D D L E O F T H E F R A M E O F I N S I D E E D G E ( E D G E C L O S E S T T O T H E LA N E ) SC U P P E R S A R E L O C A T E D M I N I M U M 1 0 F E E T F R O M T H E E D G E OF P I E R A N D A B U T M E N T S . PG L L I N E O F T H E B R I D G E I S A T T H E I N S I D E E D G E ( T O W A R DS M E D I A N ) O F T H E B R I D G E I- 9 1 B r i d g e , N o r t h a m p t o n , M A By: Raj Patel Date:7/31/2019 Checked By: SC U P P E R S P A C I N G F O R I - 9 1 B R I D G E S O U T H B O U N D - L E F T S I D E (W E S T S I D E ) Date: Da t a Ve r t i c a l C u r v e I n f o r m a t i o n : Cr e s t C u r v e : Mi d V P I S t a . = 82 + 4 9 . 9 0 El e v a t i o n = 15 1 . 6 0 PV C E n t . S t a . = 79 + 9 4 . 9 0 El e v a t i o n = 14 8 . 5 6 En t r a n c e G r a d e = 1. 1 9 % Ex i t G r a d e = -0 . 8 6 % Le n g t h = 51 0 . 0 0 K= 24 8 . 7 8 0 Co m p . H i g h P t . S t a . = 82 + 9 0 . 9 5 To t a l W i d t h o f B r i d g e F r o m C r o w n 31 . 7 5 ft . (1 4 ' + 6 ' + 1 . 7 5 ) Tr a n s . P a v e m e n t S l o p e P x = 0. 0 2 0 ft / f t . In l e t S i z e P a r a l l e l t o C u r b ( w ) = 1.75 Feet To t a l W i d t h o f P a v e m e n t f r o m C r o w n ) 24 . 0 0 ft . Tr a n s . ( S h o u l d e r ) S l o p e S x = 0. 0 2 0 ft / f t . In l e t S i z e P e r p t o C u r b ( L ) = 1.42 Feet De s i g n S p r e a d ( l e f t ) T = 6. 0 0 ft . Wi d t h o f S h o u l d e r 6. 0 fe e t . Grate Type: Bar Grating Ru n o f f C o e f f i c i e n t C = 0. 9 5 De s i g n R a i n f a l l I n t e n s i t y 6. 2 5 in / h r . p e r I D O T B r i d g e M a n u a l Scupper Type:Detail 7.3.3 Ma n n i n g ' s n - P a v e m e n t 0. 0 1 5 Br i d g e S k e w A n g l e 44 De g r e e In l e t O f f S e t t o P G L 46 . 5 8 fe e t . Ab u t e m e n t S t a t i o n : 8 0 + 2 5 ( S o u t h ) , 8 4 + 6 5 ( N o r t h ) Pie r S t a t i o n : 8 0 + 8 0 ( P i e r - 1 ) , 8 1 + 6 0 ( P i e r - 2 ) , 8 2 + 4 7 ( P i e r - 3 ) , 8 3 + 3 0 (P i e r - 4 ) , 8 4 + 1 5 ( P i e r - 5 ) Co u n t St a t i o n LO C Le n g t h o f I n l e t Sc u p p e r Di s t a n c e Lo n g i t u d i n a l Co m p u t e d Pr o v i d e d Co m p u t e d Ca r r y O v e r To t a l F l o w Al l o w a b l e Actual Inlet Intercepted Bypass Elevation OFFSET Rim L/ R Re l a t i v e t o Ty p e fr o m Pr o f i l e G r a d e Sp a c i n g Sp a c i n g Fl o w i n Fl o w i n to I n l e t fl o w t o I n l e t Spread Efficiency Flow in to D/S At PGL from PGL Elevation Al i g n m e n t Hi g h P o i n t In % Cf s . Cf s . In c f s . in c f s . In Feet %cfs.In cfs.in Feet in Feet in Feet 1 80 + 4 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 25 0 . 9 5 1. 0 0 8 7 15 0 . 7 0 10 5 . 0 0 0. 4 5 4 4 0. 1 6 3 7 0. 6 1 8 1 0. 6 5 2 2 5.88 58.9873 0.3646 0.2535 149.06 46.58 148.84 1 81 + 4 5 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 14 5 . 9 5 0. 5 8 6 7 11 4 . 9 2 85 . 0 0 0. 3 6 7 9 0. 0 7 5 5 0. 4 4 3 4 0. 4 9 7 4 5.75 63.0895 0.2797 0.1637 149.89 46.58 149.68 1 82 + 3 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 60 . 9 5 0. 2 4 5 0 74 . 2 7 60 . 9 5 0. 2 6 3 8 0. 0 0 0 0 0. 2 6 3 8 0. 3 2 1 4 5.57 71.3676 0.1882 0.0755 150.25 46.58 150.04 0 82 + 9 0 . 9 5 Pe r p e n d i c u l a r 0. 0 0 0. 0 0 0 0 0.0000 150.32 - 1 83 + 5 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 59 . 0 5 0. 2 3 7 4 73 . 1 0 59 . 0 5 0. 2 5 5 6 0. 0 0 0 0 0. 2 5 5 6 0. 3 1 6 4 5.54 71.8252 0.1836 0.0720 150.25 46.58 151.18 1 84 + 5 0 . 0 0 L Pe r p e n d i c u l a r 7. 3 . 3 15 9 . 0 5 0. 6 3 9 3 11 9 . 9 7 10 0 . 0 0 0. 4 3 2 8 0. 0 7 2 0 0. 5 0 4 8 0. 5 1 9 2 5.94 61.4369 0.3101 0.1947 149.81 46.58 150.74 To t a l N u m b e r o f S c u p p e r s p r o v i d e d = 5 NO T E : RI M E L E V A T I O N S A N D O F F S E T A R E M E A S U R E D A T T H E M I D D L E O F T H E F R A M E O F I N S I D E E D G E ( E D G E C L O S E S T T O T H E LA N E ) SC U P P E R S A R E L O C A T E D M I N I M U M 1 0 F E E T F R O M T H E E D G E O F P I E R A N D A B U T M E N T S . PG L L I N E O F T H E B R I D G E I S A T T H E I N S I D E E D G E ( T O W A R DS M E D I A N ) O F T H E B R I D G E CO N . R I V E R M A I N L I N E ( R . R . ) NO R T H A M P T O N R U N N I N G T R A C K ( R . R . ) N ĕ ė ė ė N N ĕė ė ė NA V D 8 8 BAS E E L E V 80. 0 0 90100110120130140150160170 79+ 0 0 80+ 0 0 81+ 0 0 82+ 0 0 83+ 0 0 84+ 0 0 85+ 0 0 1 4 6 . 8 4 147.43 79+ 0 0 1 4 8 . 0 3 148.62 80+ 0 0 1 4 9 . 1 6 149.59 81+ 0 0 1 4 9 . 9 3 150.16 82+ 0 0 1 5 0 . 2 9 150.32 83+ 0 0 1 5 0 . 2 5 150.08 84+ 0 0 1 4 9 . 8 1 149.44 85+ 0 0 1 4 9 . 0 1 606552_BR1(N19059).DWG26-Jul-2019 4:45 PM Plotted on 606552 Sketch Plans Submittal (SP#F) 13-JUNE-2017 NAV D 8 8 BAS E E L E V 80.0 0 90100110120130140150160170 8090100110120130140150160170 79+ 0 0 80+ 0 0 81+ 0 0 82+ 0 0 83+ 0 0 84+ 0 0 85+ 0 0 1 4 6 . 6 1 147.18 79+ 0 0 1 4 7 . 7 6 148.33 80+ 0 0 1 4 8 . 8 8 149.35 81+ 0 0 1 4 9 . 7 1 149.97 82+ 0 0 1 5 0 . 1 3 150.19 83+ 0 0 1 5 0 . 1 4 150.00 84+ 0 0 1 4 9 . 7 5 149.41 85+ 0 0 1 4 8 . 9 8 11 0 12 0 13 0 14 0 15 0 16 0 12 0 13 0 14 0 15 0 16 0 606552_BR02(N19059) - PROFILES.DWG26-Jul-2019 4:45 PM Plotted on 606552 Sketch Plans Submittal (SPF) 13-JUNE-2017 Sensitive / Proprietary Appendix E – Miscellaneous Documents stormwwater check.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. stormwwater check.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment stormwwater check.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. stormwwater check.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. stormwwater check.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. stormwwater check.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. stormwwater check.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. stormwwater check.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. P a g e | 1 I-91 Over US Route 5, B&M RR and Hockanum Road Operation and Maintenance Plan (O&M) and Long Term Pollution Prevention Plan (LTPPP) November 2019 This Storm Management System Operation and Maintenance Plan provides for the inspection and maintenance of structural Best Management Practices (BMPs) and for measures to prevent pollution associated with the I-91 Over US-5, B&M RR and Hockanum Road project located in the city of Northampton, Hampshire County, MA. This document has been prepared in accordance with the requirements of the Stormwater Regulations included in the Massachusetts Wetlands Protection Act Regulations (310 CMR 10). Responsible Party MassDOT District 2 office will be responsible for the maintenance of the roadway facilities and associated stormwater management features, in accordance with MassDOT standards. Questions or concerns regarding maintenance activities may also be addressed to MassDOT through its District 2 office, or in the event of emergency at the 24-Hour Transportation Operation Center: District 2 Office: 811 North King Street, Northampton, MA 01060 Phone (413)582-0599 24 Hour MassDOT Contact Information: 24 Hour Transportation Operation Center 1-800-227-0608 P a g e | 2 Maintenance Measures The stormwater management system covered by this Operation and Maintenance Plan consists of the following components: • Sediment Forebays • Infiltration/Bio Retention Basins • Deep Sump Catch Basins Maintenance of these components will be conducted in accordance with MassDOT standard maintenance practices, as noted in the attached Operation and Maintenance table summarizing the pertinent inspection and maintenance activities. If inspection indicates the need for major repairs of structural surfaces, the inspector should contact the District 2 maintenance supervisor to initiate procedures to effect repairs in accordance with MassDOT standard construction practices. Practices for Long Term Pollution Prevention In general, long term pollution prevention and related maintenance activities will be conducted consistent with MassDOT Highway Division’s NPDES Stormwater MS4 Permit, and the measures outlined in MassDOT’s Stormwater Management Plan (SWMP). Information about the SWMP is available in the latest NPDES SWMP Annual Report (May 2018; Permit Year 15) at the following website. A maintenance schedule summary of Stormwater BMPs is included in Appendix H of the Report. https://www.mass.gov/files/documents/2019/04/16/dot-hwy_NPDES_annual_rpt_2017- 18.pdf?_ga=2.54156008.1797597181.1574177612-1892217036.1574177612 For the facilities covered by this Operation and Maintenance Plan, long term pollution prevention includes the following measures: Litter Pick-up MassDOT will conduct litter pick-up from the stormwater management facilities in conjunction with routine road maintenance activities. Routine Inspection and Maintenance of Stormwater BMPs MassDOT will conduct inspection and maintenance of the stormwater management practices in accordance with the guidelines discussed above. Spill Prevention and Response MassDOT will implement response procedures for releases of significant materials such as fuels, oils, or chemical materials onto the ground or other areas that could reasonably be expected discharge to surface or groundwater. P a g e | 3 • Reportable quantities will immediately be reported to the applicable Federal, State and local agencies as required by law. The applicable MassDOT District office should also be notified. • Applicable containment and cleanup procedures will be performed immediately. Impacted material collected during the response must be removed promptly and disposed of in accordance with Federal, State, and local requirements. A licensed emergency response contractor may be required to assist in cleanup of releases depending on the amount of the release and the ability of the responsible party to perform the required response. • Reportable quantities of chemical, fuels, or oils are established under the Clean Water Act and enforced through DEP. Maintenance of Landscaped Areas Routine mowing should be conducted according to standard MassDOT practices. As indicated in the attached O&M table, embankments designed to impound water should be mowed as required to prevent establishment of woody vegetation. MassDOT will minimize use of fertilizers, herbicides, and pesticides for the maintenance of facilities covered by this plan. Any use of fertilizers, herbicides, or pesticides shall be reviewed and approved by the applicable MassDOT District Environmental Engineer prior to application. Local Conservation Commission review may also be required. Snow and Ice Management Snow and Ice Management shall be conducted consistent with the practices outlined in the Environmental Status and Planning Report (ESPR, formerly known as the Snow and Ice Control Generic Environmental Impact Report or GEIR). Prohibition of Illicit Discharges The DEP Stormwater Management Standards prohibit illicit discharges to the storm water management system. Illicit discharges are discharges that do not entirely consist of stormwater, except for certain specified non -stormwater discharges. Discharges from the following activities are not considered illicit discharges: firefighting foundation drains water line flushing footing drains landscape irrigation individual resident car washing uncontaminated groundwater flows from riparian habitats and wetlands potable water sources dechlorinated water from swimming pools water used to clean residential buildings water used for street washing without detergents air condition condensation P a g e | 4 There are no known or proposed illicit connections associated with this project. If a potential illicit discharge to the facilities covered by this plan is detected (e.g., dry weather flows at any pipe outlet, evidence of contamination of surface water discharge by non- stormwater sources), the MassDOT District Maintenance Engineer or Environmental Engineer shall be notified for assistance in determining the nature and source of the discharge, and for resolution through MassDOT’s IDDE program. The following table shows MassDOT O&M measures for the project’s proposed BMPs. Appendix: Best Management Practices: Operation & Maintenance Measures Best Management Practice Sweep Mow Inspect Clean Repair Catch Basins NA NA Annually ANI ANI Sediment Forebay NA Twice Annually Annually ANI ANI Infiltration/Bio Retention Basin NA Mow side slopes and basin bottom as needed Twice Annually ANI ANI ANI = As needed based on inspection MassDOT Project 606552 MA WPA Notice of Intent Northampton, Massachusetts Attachment E Agency Correspondence April 3, 2018 Tim Dexter MassDOT Highway Division 10 Park Plaza Boston, MA 02116 RE: Applicant: Tim Dexter, MassDOT Highway Division Project Location: I-91 over Route 5; I-91 over Hockanum Road Project Description: Bridge Replacement NHESP File No.: 18-37626 Dear Applicant: The Natural Heritage & Endangered Species Program of the Massachusetts Division of Fisheries & Wildlife (the “Division”) received a MESA Review Checklist and supporting documentation for review pursuant to the MA Endangered Species Act Regulations (321 CMR 10.18). The MESA is administered by the Division, and prohibits the Take of state-listed species. The Take of state-listed species is defined as “in reference to animals, means to harass, harm, pursue, hunt, shoot, hound, kill, trap, capture, collect, process, disrupt the nesting, breeding, feeding or migratory activity or attempt to engage in any such conduct, or to assist such conduct….Disruption of nesting, breeding, feeding or migratory activity may result from, but is not limited to, the modification, degradation or destruction of Habitat.” (321 CMR 10.02). The Division has determined that this Project, as currently proposed, will occur within the mapped Priority and Estimated Habitat for Green Dragon (Arisaema dracontium; Threated). This species and its habitat are protected pursuant to the MESA. A fact sheet for this species can be found on our website, www.mass.gov/nhesp. Based on a review of the information that was provided and the information in our database, the Division has determined that this project, as currently proposed, must be conditioned in order to avoid a prohibited Take of state-listed species (321 CMR 10.18(2)(a)). The project shall comply with the following condition:  Prior to the start of work, the area must be surveyed for Green Dragon (Arisaema dracontium). The survey will be implemented by the Division for the purposes of delineating and avoiding the species. The appropriate time of year to survey for this species is May through June. Please contact the Division for further coordination regarding this matter. Provided the above-noted condition is fully implemented and there are no changes to the project plans, this project will not result in a Take of state-listed species. We note that all work is subject to the anti- segmentation provisions (321 CMR 10.16) of the MESA. This determination is a final decision of the Division of Fisheries and Wildlife pursuant to 321 CMR 10.18. Any changes to the proposed project or any additional work beyond that shown on the site plans may require an additional filing with the Division pursuant to the MESA. This project may be subject to further review if no physical work is commenced within five years from the date of issuance of this determination, or if there is a change to the project. Please note that this determination addresses only the matter of state-listed species and their habitats. If you have any questions regarding this letter please contact David J. Paulson, Senior Endangered Species Review Biologist, at 508-389-6366. Sincerely, Thomas W. French, Ph.D. Assistant Director 1 Cronkite, Steven N From:Natario, Robert (DOT) <Robert.Natario@dot.state.ma.us> Sent:Monday, August 05, 2019 7:20 AM To:Dexter, Timothy D. (DOT); Paulson, David (FWE) Subject:FW: Rare Plant Survey / Route 5 & I 91 / Northampton From: Natario, Robert (DOT) Sent: Monday, August 13, 2018 10:50 AM To: Dexter, Timothy D. (DOT); McArthur, Susan (DOT) (Susan.McArthur@dot.state.ma.us) Subject: FW: Rare Plant Survey / Route 5 & I 91 / Northampton Looking at emails for 606552 and realized I was the only one to have this email. Rob From: Paulson, David (FWE) [mailto:David.Paulson@MassMail.State.MA.US] Sent: Tuesday, August 07, 2018 2:45 PM To: Natario, Robert (DOT) Subject: RE: Rare Plant Survey / Route 5 & I 91 / Northampton Rob, Thank you for reaching out. The Division has visited the site and conducted a botanical survey on June 27th. There were no rare plants found during the visit. Based on the findings, no further review is required. All the best, Dave From: Natario, Robert (DOT) Sent: Tuesday, August 07, 2018 8:15 AM To: Paulson, David (FWE) Cc: Dexter, Timothy D. (DOT); McArthur, Susan M. (DOT) Subject: Rare Plant Survey / Route 5 & I 91 / Northampton Dave, I spoke with Sue McArthur today about Project #606552 / Bridge Replacement of I 91 over Route 5 and the B & M RR, and I 91 over Hockanum Road in Northampton. Will you be issuing anything for this project now that the rare plant survey has taken place or would you need more information from DOT ? thank you Rob