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Digital Submission Wetlands - Smith College Lazarus & Wurtele WETLANDS NOTICE OF INTENT Submission to the Northampton Conservation Commission City Hall 212 Main Street Northampton, Ma 01060 SMITH COLLGEE LAZARUS-WURTELE CENTER At Upper College Land and Chapin Drive Northampton, MA 01063 Table of Contents I. COVER LETTER II. NOTICE OF INTENT III. STORMWATER REPORT IV. PERMIT RECEIPT V. STAMPED CIVIL & LANDSCAPE PLANS 11/8/23, 10:26 AM Smith College Mail - Planning Permits - Your payment has been confirmed! https://mail.google.com/mail/u/0/?ik=26474d7070&view=pt&search=all&permthid=thread-f:1782004556168382523%7Cmsg-f:1782004556168382523…2/2 Total: $537.50 November 1, 2023 Notice of Intent Under the Wetlands Protection Act (M.G.L. c. 131, §40), the Rivers Protection Act (M.G.L. c. 256, Acts of 1996) and their Regulations (310 CMR 10.00), and the Northampton Code of Ordinances Chapter 337: Wetlands Protection Smith College Lazarus-Wurtele Center College Lane Northampton MA 01063 Prepared for: TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 01001 Prepared by: Nitsch Engineering 2 Center Plaza, Suite 430 Boston, MA 02108 Nitsch Project #15150 Northampton MA – Notice of Intent 11/1/2023 | Nitsch #15150 i TABLE OF CONTENTS SECTION 1 NOTICE OF INTENT FORMS .................................................................................................. 1 WPA Form 3 – Notice of Intent ...................................................................................................................... 1 NOI Wetland Fee Transmittal Form ............................................................................................................... 1 SECTION 2 PROJECT NARRATIVE .......................................................................................................... 2 Executive Summary ...................................................................................................................................... 2 Existing Conditions ........................................................................................................................................ 2 Proposed Conditions ..................................................................................................................................... 5 Wetland Resource Area Impacts ................................................................................................................... 5 Riverfront Area Impacts and Alternatives Analysis ........................................................................................ 6 Performance Standards for Redevelopment Within Previously Developed Riverfront Area ........................... 7 Proposed Mitigation Measures ...................................................................................................................... 9 Conclusion .................................................................................................................................................. 11 SECTION 3 WETLAND RESOURCE AREA INFORMATION ................................................................... 12 Wetland Resource Area Delineation Report ................................................................................................ 12 Riverfront Calculations and Figures ............................................................................................................. 12 SECTION 4 DOCUMENTATION OF ABUTTER NOTIFICATION ............................................................. 13 Abutter Notification ...................................................................................................................................... 13 Affidavit of Service ...................................................................................................................................... 13 Certified Abutters List .................................................................................................................................. 13 FIGURES Figure 1: USGS Locus Map ......................................................................................................................... 16 Figure 2: Aerial Locus Map.......................................................................................................................... 16 Figure 3: Natural Heritage and Endangered Species Program Map ............................................................ 16 Figure 4: Wetlands Map .............................................................................................................................. 16 Figure 5: FEMA Floodplain Map .................................................................................................................. 16 Figure 6: Assessors Maps ........................................................................................................................... 16 ATTACHMENT: Stormwater Report (Under Separate Cover) Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 1 SECTION 1 Notice of Intent Forms WPA Form 3 – Notice of Intent NOI Wetland Fee Transmittal Form wpaform3.doc • rev. 6/18/2020 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): 8 College Lane a. Street Address Northampton b. City/Town 01063 c. Zip Code Latitude and Longitude: 42d19'10" d. Latitude 72d38'24" e. Longitude 31B, 31D f. Assessors Map/Plat Number 246, 247, 294, 002 g. Parcel /Lot Number 2. Applicant: Charlie a. First Name Conant b. Last Name Smith College, Facilities Management c. Organization 126 West Street d. Street Address Northampton e. City/Town MA f. State 01063 g. Zip Code 413-585-2424 h. Phone Number i. Fax Number cconant@smith.edu j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner Same as Above a. First Name b. Last Name c. Organization d. Street Address e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative (if any): Coleman a. First Name Horsley b. Last Name Nitsch Engineering c. Company 2 Center Plaza, Suite 430 d. Street Address Boston e. City/Town MA f. State 02108 g. Zip Code 617-338-0063 h. Phone Number i. Fax Number chorsley@nitscheng.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): $1,050.00 a. Total Fee Paid $512.50 b. State Fee Paid $537.50 c. City/Town Fee Paid wpaform3.doc • rev. 6/18/2020 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: The project, located entirely on the campus of Smith College, includes the demolition of an existing building and parking lot and the construction of a new building and associated site and utility improvements, including stormwater management. See Section 2 of the Notice of Intent report for additional project information. 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) 2. Limited Project Type 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 b. Certificate # (if registered land) 465 & 759 c. Book 411 & 21 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. 6/18/2020 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 1. square feet 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 1. square feet 2. square feet 3. cubic feet of flood storage lost 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 Mill River (Paradise Pond) - Inland 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: 12,807 square feet 4. Proposed alteration of the Riverfront Area: 12,807 a. total square feet 0 b. square feet within 100 ft. 12,807 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. 6/18/2020 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. 6/18/2020 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 August 1, 2021 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 6.4%/0.29 acres percentage/acreage (b) outside Resource Area 14.7%/0.66 acres 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 https://www.mass.gov/ma- endangered-species-act-mesa-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. 6/18/2020 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 https://www.mass.gov/how-to/how-to-file-for- a-mesa-project-review). 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, https://www.mass.gov/service-details/exemptions-from-review-for-projectsactivities-in- priority-habitat; 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@mass.gov 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@mass.gov 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. c. Is this an aquaculture project? d. Yes No If yes, include a copy of the Division of Marine Fisheries Certification Letter (M.G.L. c. 130, § 57). wpaform3.doc • rev. 6/18/2020 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. 6/18/2020 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. Smith College Lazarus-Wurtele Center Project Plan Set (36 sheets) a. Plan Title Nitsch Engineering b. Prepared By Coleman Horsley c. Signed and Stamped by November 1, 2023 d. Final Revision Date 1"=20' e. Scale Stormwater Report f. Additional Plan or Document Title November 1, 2023 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: 2023118726039 (Online) 2. Municipal Check Number 11/8/2023 3. Check date 930466 4. State Check Number 11/10/2023 5. Check date Smith College 6. Payor name on check: First Name 7. Payor name on check: Last Name wpaform3.doc • rev. 6/18/2020 Page 9 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 F. Signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, documents, and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). I further certify under penalties of perjury that all abutters were notified of this application, pursuant to the requirements of M.G.L. c. 131, § 40. Notice must be made by Certificate of Mailing or in writing by hand delivery or certified mail (return receipt requested) to all abutters within 100 feet of the property line of the project location. 1. Signature of Applicant 2. Date 3. Signature of Property Owner (if different) 4. Date 5. Signature of Representative (if any) 6. Date For Conservation Commission: Two copies of the completed Notice of Intent (Form 3), including supporting plans and documents, two copies of the NOI Wetland Fee Transmittal Form, and the city/town fee payment, to the Conservation Commission by certified mail or hand delivery. For MassDEP: One copy of the completed Notice of Intent (Form 3), including supporting plans and documents, one copy of the NOI Wetland Fee Transmittal Form, and a copy of the state fee payment to the MassDEP Regional Office (see Instructions) by certified mail or hand delivery. Other: If the applicant has checked the “yes” box in any part of Section C, Item 3, above, refer to that section and the Instructions for additional submittal requirements. The original and copies must be sent simultaneously. Failure by the applicant to send copies in a timely manner may result in dismissal of the Notice of Intent. 11/113/2023 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: 8 College Lane a. Street Address Northampton b. City/Town c. Check number $512.50 d. Fee amount 2. Applicant Mailing Address: Charlie a. First Name Conant b. Last Name Smith College, Facilities Management c. Organization 126 West Street d. Mailing Address Northampton e. City/Town MA f. State 01063 g. Zip Code 413-585-2424 h. Phone Number i. Fax Number cconant@smith.edu j. Email Address 3. Property Owner (if different): Same as Above a. First Name b. Last Name c. Organization d. Mailing Address 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.b 1 $1,050 $1,050 Step 5/Total Project Fee: Step 6/Fee Payments: Total Project Fee: $1,050 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.) Your Confirmation number is 20231108726039 Date of Confirmation: 11/8/2023 NOTE: When paying by ACH (Checking) it will take two business days for the payment to be debited from your bank account. Your account number is not verified until this payment is presented to your bank. They have the right to return this payment if unable to process this transaction against your account. Your request for payment(s) of $537.50 has been received and is subject to approval by your financial institution. Account Information Name:Charles R Conant Address:126 West Street City:Northampton State:MA Zip:01063 Email:cconant@smith.edu Payment Information Payment Type:Credit Card Payer Name:Charles R Conant Card Number:************6167 Transaction Information Total: $537.50 TransactionNorthampton Planning andSustainabilityPlanning PermitsPermit: WetlandsProperty Owner Name: The Trusteesof the Smith CollegePermit Application Name: SmithCollege Lazarus-Wurtele CenterAssessors Map # for Work Location:31B,31DAssessors Block # Work Location:246,247,294,002Assessors Lot # for Work Location:246,247,294,002Email Address: cconant@smith.edu Quantity1 Amount$537.50 Fee$0.00 Payment TypeCredit Card Privacy - Terms 11/8/23, 10:26 AM Smith College Mail - Planning Permits - Your payment has been confirmed! https://mail.google.com/mail/u/0/?ik=26474d7070&view=pt&search=all&permthid=thread-f:1782004556168382523%7Cmsg-f:1782004556168382523…1/2 Charlie Conant <cconant@smith.edu> Planning Permits - Your payment has been confirmed! 1 message adelisle@northamptonma.gov <adelisle@northamptonma.gov>Wed, Nov 8, 2023 at 8:59 AM To: cconant@smith.edu Your Confirmation number is 20231108726039 Date of Confirmation: 11/8/2023 NOTE: When paying by ACH (Checking) it will take two business days for the payment to be debited from your bank account. Your account number is not verified until this payment is presented to your bank. They have the right to return this payment if unable to process this transaction against your account. Your request for payment(s) of $537.50 has been received and is subject to approval by your financial institution. Account Information Name:Charles R Conant Address:126 West Street City:Northampton State:MA Zip:01063 Email:cconant@smith.edu Payment Information Payment Type:Credit Card Payer Name:Charles R Conant Card Number:************6167 Transaction Information Northampton Planning and Sustainability Planning Permits Permit: Wetlands Property Owner Name: The Trustees of the Smith College Permit Application Name: Smith College Lazarus-Wurtele Center Assessors Map # for Work Location: 31B,31D Assessors Block # Work Location: 246,247,294,002 Assessors Lot # for Work Location: 246,247,294,002 Email Address: cconant@smith.edu Quantity: 1 Amount: $537.50 Fee: $0.00 Payment Type: Credit Card 11/8/23, 10:26 AM Smith College Mail - Planning Permits - Your payment has been confirmed! https://mail.google.com/mail/u/0/?ik=26474d7070&view=pt&search=all&permthid=thread-f:1782004556168382523%7Cmsg-f:1782004556168382523…2/2 Total: $537.50 11/9/2023 NHESP Delivery confirmation RE: Nitsch Proposal/Project #15150 Smith College Lazarus-Wurtele In accordance with Massachusetts Department of Environmental Protection (MassDEP) WPA Form 3 – Notice of Intent section C requirements. Due to a portion of the project falling within an Estimated Habitat of Rare Wildlife, the applicant is required to include proof of mailing or hand delivery of the NOI to the Natural Heritage and Endangered Species Program (NHESP). Nitsch Engineering will be hand delivering the submission on November 13th, 2023. The State NOI submission will be delivered on the day, due to the submission of the NOI being required to be around the same time, it will not be possible to include a confirmation of delivery prior to the NOI submission. If MassDEP would like us to send along confirmation of delivery after submission, Nitsch Engineering is more than happy to provide to the MassDEP provided. Very truly yours, Nitsch Engineering, Inc. Coleman Horsley, PE Senior Project Engineer CMH/bbb P:\15000-16999\15150 SmithCollege\Civil\Project Data\Permitting\Con Com\15150 confirmation of NHESP drop off.docx 2 SECTION 2 Project Narrative Executive Summary On behalf of the Applicant, Smith College, Nitsch Engineering, Inc. is filing the enclosed Notice of Intent (NOI) with the Northampton Conservation Commission for the proposed Lazarus-Wurtele Center Building at Smith College, which is partially located within jurisdictional Riverfront area (subsequently referred to as the “Project”). The purpose of this NOI Application is to seek an Order of Conditions from the Northampton Conservation Commission approving the proposed project under the Wetlands Protection Act (M.G.L. c. 131, §40), the Rivers Protection Act (M.G.L. c. 256, Acts of 1996) and their Regulations (310 CMR 10.00), and the City of Northampton Wetlands Ordinance, Chapter 337. The Project site is located at 8 College Lane in Northampton, Massachusetts, and is located within the Smtih College campus. The Project consists of the demolition of the existing 8 College Lane building, and the construction of a roughly 5,600 square-foot building and various site improvements, including accessible walkways, sidewalks, outdoor spaces, landscaping, and utility work. The site is partially located within the 200-foot Riverfront Area to the Mill River/Paradise Pond, which is jurisdictional under the Wetlands Protection Act. All sitework for the proposed Project will be outside of the 100- foot Riverfront Area. The proposed site improvements within the 200-foot Riverfront Area includes: 1. Removing untreated vehicular area including a parking lot area and a driveway; 2. Construction of a portion of the new building, part of which is green roof; 3. Proposed walkways; 4. Stormwater management, including bioretention basins and a swale; 5. Utility installation; 6. Tree Planting and landscaping; and 7. Associated earthwork and revegetation. The Project includes several mitigation measures to offset the impacts including a new stormwater management system, erosion and sedimentation controls, reducing degraded area within the riverfront, and removing untreated impervious area. These mitigation measures are further discussed in the narrative below. Existing Conditions Existing Site Description The 0.95-acre Project site is located at 8 College Lane in the Smith College Campus in Northampton, Massachusetts (Figure 1 – USGS Locus Map and Figure 2 – Aerial Locus Map). The site is bound by Chapin Way to the northeast, College Lane to the west, and the Lyman Plant House and Conservatory to the south. The existing site is developed and consists of the existing 870± square-foot building at the north, with 14,000± square feet of parking lot and sidewalks. The remainder of the site is lawn or landscaped. Existing steam, drainage, sewer, electric, and telecom utilities are located on the site as well. Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 3 Existing 8 College Lane Building and Parking lot Driveway to College Lane and Parking Lot Most stormwater runoff from the Project site flows overland or piped via closed drainage to the main in College Lane, which ultimately discharges into Paradise Pond. Refer to the Stormwater Report for further details. Wetland Resource Areas The Project site is bordered to the west by Paradise Pond, which is a segment of the Mill River. Paradise Pond is identified as a perennial stream which has a 200-foot Riverfront jurisdictional area and Inland Bank associated with the waterway. A bordering vegetated wetland (BVW) was also located along the north side of Paradise Pond/Mill River, however the project limits are outside of the wetland buffer. These resource boundaries were determined by a Professional Wetland Scientist (PWS) from Lucas Environmental, LLC during a site investigation on April 25, 2023, and the resources present within the project site boundaries are outlined below in Table 1. Detailed information on these resources is provided in the Wetland Summary Letter prepared by Lucas Environmental, LLC, provided in Section 3. 4 Table 1. Jurisdictional Wetland Resource Areas Wetland Resource Area General Location Flag Numbers (if applicable) 200-foot Riverfront Area (RFA) Along the western side of the Site; a 200-foot offset from the Mill River/Paradise Pond Bank N/A Other Environmental Considerations FEMA Flood Zone Based on the April 1978 FEMA Flood Insurance Rate Maps for Northampton, MA, there are areas west of the Site classified as Bordering Land Subject to Flooding (BLSF). Map Number 2501670002A, Zone A7, outlines a base flood elevation is 143 feet (NGVD 1929). The Project Site is outside of the BLSF, with the lowest site elevation of 169 feet. Refer to Figure 3 FEMA Map. The Northampton Wetlands Ordinance has a 40-foot Buffer Zone from the edge of Land Subject to Flooding. The Site is outside of the 40-foot Buffer Zone from the BLSF identified above. NHESP Priority and Estimated Habitat Based on the MassGIS data layer for the 15th Edition of the Massachusetts Natural Heritage Atlas, effective August 1, 2021, the Natural Heritage and Endangered Species Program (NHESP) designated an area in the western portion of the Project Site as Estimated Habitat of Rare Wildlife and Priority Habitat of Rare Species. This area within the project boundaries is limited to 310 square feet. Furthermore, these 310 square feet exists entirely in College Lane, which is previously developed vehicular area. See image below and attached figures. Work in this area includes utility connections and roadway trenching repairs. College Lane, Which Is Considered NHESP Priority Habitat. Priority Habitat continues West (image left), but this is outside of the Project Boundary. Priority Habitat delineation ends prior to the curb on the right, where the Lazarus-Wurtele Site exists. A Massachusetts Endangered Species Act (MESA) Project Review Checklist Form was submitted by Lucas Environmental, Inc. to NHESP in May 2023. NHESP responded in a letter dated May 31, 2023 and indicated that a portion of the project site is located within Priority Habitat PH 2084 and Estimated Habitat EH 1319. The Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 5 state-listed rare species associated with the PH 2084 and EH 1319 is the Ocellated Darner (Boyeria grafiana), the Wood Turtle (Glyptemys insculpta), and the Skillet Clubtail (Gomphurus ventricosus). A MESA Project Review Checklist, a copy of this Notice of Intent Report, and a copy of the project plans have been submitted to NHESP via hand delivery by Nitsch Engineering concurrently with this Notice of Intent submission to the Northampton Conservation Commission and MassDEP. Correspondence with NHESP after the completion of their review will be provided to the Northampton Conservation Commission. Total Maximum Daily Load Paradise Pond (and the Mill River) is identified as a Category 5 water by the Massachusetts Integrated list of Waters, with impairments identified as E. Coli. This project is taking multiple steps to prevent pollutants from leaving the site, including stormwater mitigation reducing phosphorus and total suspended solids (TSS). Refer to the Stormwater Report. Proposed Conditions Overview of Proposed Work Smith College is proposing the construction of the new Lazarus-Wurtele Center and supporting site walkways, landscaping, and site utilities. The existing building, parking lot, walkways, and some of the utilities will be demolished as a part of the construction. The proposed project will result in a net reduction in overall impervious area (building and pavement) of 0.02 acres (Table 2). Table 2. Existing and proposed land cover type for the Project Land Use Existing (acres) Proposed (acres) Change Impervious Area 0.34 0.32 -0.02 Pervious Area 0.61 0.63 +0.02 Total 0.95 0.95 --- The proposed project also includes the installation of a new stormwater management system that was designed in accordance with the MassDEP Stormwater Management Standards and the Northampton Stormwater Rules and Regulations. See Stormwater Report for additional details. Snow Removal Generally, snow will be moved to the edge of roads, parking lots and walkways into grass and landscaped areas. Additionally: 1. During typical snow plowing operations, snow shall be pushed to designated snow removal areas indicated on the plans. 2. Snow shall not be stockpiled in Riverfront Areas or drainage system components. Wetland Resource Area Impacts The Project has been designed to limit disturbance in wetland resource areas to the maximum extent possible. However, due to the proximity of the Project site to the Paradise Pond/Mill River, some of the proposed work will occur in the 200-foot Riverfront Area. No proposed work is expected to occur within 100 feet of the Bank, or in proximity of the BVW or its buffer. Table 3 provides a summary of the wetland resource areas impacted by the proposed project. 6 Table 3. Summary of alteration within jurisdictional wetland resource areas Wetland Resource Area Proposed Alteration Area (sf) New Impervious Area (sf) Riverfront Area (200-foot) 12,807 sf -471 sf * * The Site includes 4,205 square feet of impervious area, however, it is a 471 square foot decrease in impervious area from the existing condition. Riverfront Area Impacts and Alternatives Analysis There is 12,807 sf of Riverfront Area (RFA) on the west side of the Project site. The Mill River is perennial and eventually discharges into Hulberts Pond, the Oxbow, and then the Connecticut River. Per Section 10.58(5) of the Regulations, Previously Developed Riverfront Area (RFA) includes areas degraded prior to August 7, 1996 by absence of topsoil, which includes impervious areas. Of the 12,807 sf of existing RFA, 36.5% is degraded under existing conditions, either due to lack of topsoil or existing impervious area (Table 4). Table 4. Riverfront Area Impact Summary 0-100 ft RFA 100-200 ft RFA Total % of Total RFA On- site Proposed Alteration (Total RFA within Limit of Work) 0 sf 12,807 sf 12,807 sf --- Existing Degraded Area N/A 4,676 sf 4,676 sf 36.5% Proposed Degraded Area N/A 4,205 sf 4,205 sf 32.8% Net Change in Degraded Area N/A -471 sf -471 sf --- General Performance Standards for Riverfront Area 1. Protection of Other Resource Areas: The work shall meet the performance standards for all other resource areas within the Riverfront Area. There are no other resource areas within the Riverfront Area on the Project Site. 2. Protection of Rare Species: No project may be permitted within the Riverfront Area which will have any adverse effect on specified habitat sites of rare species, or which will have any adverse effect on vernal pool habitat certified prior to the filing of the Notice of Intent. The NHESP has identified Priority Habitat of Rare Species and Estimated Habitat of Rare Wildlife on a portion of the site. This area is 310 square feet, and consists of pre-developed, vehicular area only. The project does not propose any disturbance of areas not previously developed, and there is no work in or near any certified vernal pools. Coordination with the NHESP is ongoing in tandem with this NOI. Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 7 3. Practicable and Substantially Equivalent Economic Alternatives: There must be no practicable and substantially equivalent economic alternative to the proposed project with less adverse effects. The proposed project was designed to limit the increase in the amount of degraded area within the RFA to the maximum extent practicable. Siting of the project entirely outside of the RFA was not practicable, as summarized in the alternatives below: Alternative 1: No Build Under Alternative 1, the existing site would remain as-is in the existing condition. The primary issues with the existing Lazarus and Wurtele Centers and the existing project site are that they have facility limitations to adequately provide programs and have outdated or insufficient infrastructure. Additionally, under Alterative 1, the existing degraded area onsite would remain as-is, as an untreated parking lot, and additional stormwater treatment and mitigation would not be implemented. Alternative 1 is not feasible because it would not meet the programming goals of the College. Alternative 2: Renovation of Existing Buildings Alternative 2 would include the renovation of the existing Lazarus and Wurtele center buildings. Under this alternative, new accessible walkways would not be provided and the existing degraded Riverfront Area would remain as-is. Alternative 2 is not feasible due to issues with student space and programming, higher project cost, longer construction time and student disruption, and the preference to combine the two spaces into one new building. Alternative 3: New Construction on an Existing Site (Preferred Alternative) The Preferred Alternative includes the new construction of the new Lazarus-Wurtele Center site. Under Alternative 3, the proposed work within Riverfront Area was minimized to the maximum extent practicable, while meeting the college’s programming and accessibility needs. The demolition of the existing site and construction of a new building allows for the stormwater management system to be fully upgraded and brought into compliance with the MassDEP Stormwater Management Standards and allows site imperviousness, particularly vehicular areas, to be reduced in the 200-foot Riverfront, greatly improving the Riverfront Area. Performance Standards for Redevelopment Within Previously Developed Riverfront Area (310 CMR 10.58 (5)) Notwithstanding the provisions of 310 CMR 10.58(4)(c) and (d), the issuing authority may allow work to redevelop a previously developed riverfront area, provided the proposed work improves existing conditions. Redevelopment means replacement, rehabilitation or expansion of existing structures, improvement of existing roads, or reuse of degraded or previously developed areas. A previously developed riverfront area contains areas degraded prior to August 7, 1996, by impervious surfaces from existing structures or pavement, absence of topsoil, junkyards, or abandoned dumping grounds. Work to redevelop previously developed riverfront areas shall conform to the following criteria: (a) At a minimum, proposed work shall result in an improvement over existing conditions of the capacity of the riverfront area to protect the interests identified in M.G.L. c. 131 § 40. When a lot is previously developed but no portion of the riverfront area is degraded, the requirements of 310 CMR 10.58(4) shall be met. 8 The Project will result in an improvement over existing conditions – there is a reduction in degraded area within the 200-ft Riverfront Area, and additional landscaping and tree plantings will be provided. Furthermore, conditions are improving as the site is removing the parking lot from the Riverfront Area which was an untreated vehicular area. Refer to attached figures. (b) Stormwater management is provided according to standards established by the Department. The Project includes a stormwater management system that meets the MassDEP Stormwater Standards. Refer to the Stormwater Report. (c) Within 200-foot riverfront areas, proposed work shall not be located closer to the river than existing conditions or 100 feet, whichever is less, or not closer than existing conditions within 25-foot riverfront areas, except in accordance with 310 CMR 10.58(5)(f) or (g). The proposed work will not be located closer to the River than existing conditions. (d) Proposed work, including expansion of existing structures, shall be located outside the riverfront area or toward the riverfront area boundary and away from the river, except in accordance with 310 CMR 10.58(5)(f) or (g). The proposed work has been located outside of the Riverfront Area to the maximum extent practicable. The Project is only within the 100-200 ft portion of the Riverfront Area and involves reducing impervious area within the buffer. (e) The area of proposed work shall not exceed the amount of degraded area, provided that the proposed work may alter up to 10% if the degraded area is less than 10% of the riverfront area, except in accordance with 310 CMR 10.58(5)(f) or (g). The area of proposed work (subtracting restored degraded area and in-kind restoration area) is less than the existing degraded area. The Project reduces the amount of degraded area within the Riverfront Area. See table below. Total existing riverfront area on site (SF) 12,804 Total existing degraded (impervious, absence of topsoil) riverfront area on site (SF) 4,676 Total percentage of existing degraded RA 36.5% Proposed Work (any alterations) to Riverfront Area On-Site (SF) 12,804 Potential “Credits” In kind Restoration (grass to grass) 6,391 Removal of Impervious/Degraded and Restoration with Vegetation 2,246 Total Proposed work To Riverfront After Applying Credits 4,167 Total Percentage of Riverfront Area Altered after Credits 32.5% Total Proposed Degraded Area 4,205 Total Percentage of Proposed Degraded RA in final build out condition 32.8% (f) When an applicant proposes restoration on-site of degraded riverfront area, alteration may be allowed notwithstanding the criteria of 310 CMR 10.58(5)(c), (d), and (e) at a ratio in square feet of at least 1:1 of restored area to area of alteration not conforming to the criteria. Areas immediately along the river shall Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 9 be selected for restoration. Alteration not conforming to the criteria shall begin at the riverfront area boundary. Restoration shall include: 1. removal of all debris, but retaining any trees or other mature vegetation; 2. grading to a topography which reduces runoff and increases infiltration; 3. coverage by topsoil at a depth consistent with natural conditions at the site; and 4. seeding and planting with an erosion control seed mixture, followed by plantings of herbaceous and woody species appropriate to the site; The Project is reducing overall degraded area within the Riverfront Area by 471 square feet and is revegetating 2,248 square feet of previously degraded area. (g) When an applicant proposes mitigation either on-site or in the riverfront area within the same general area of the river basin, alteration may be allowed notwithstanding the criteria of 310 CMR 10.58(5)(c), (d), or (e) at a ratio in square feet of at least 2:1 of mitigation area to area of alteration not conforming to the criteria or an equivalent level of environmental protection where square footage is not a relevant measure. Alteration not conforming to the criteria shall begin at the riverfront area boundary. Mitigation may include off-site restoration of riverfront areas, conservation restrictions under M.G.L. c. 184, §§ 31 through 33 to preserve undisturbed riverfront areas that could be otherwise altered under 310 CMR 10.00, the purchase of development rights within the riverfront area, the restoration of bordering vegetated wetland, projects to remedy an existing adverse impact on the interests identified in M.G.L. c. 131, § 40 for which the applicant is not legally responsible, or similar activities undertaken voluntarily by the applicant which will support a determination by the issuing authority of no significant adverse impact. Preference shall be given to potential mitigation projects, if any, identified in a River Basin Plan approved by the Secretary of the Executive Office of Energy and Environmental Affairs. The Project is not currently proposing off-site mitigation. (h) The issuing authority shall include a continuing condition in the Certificate of Compliance for projects under 310 CMR 10.58(5)(f) or (g) prohibiting further alteration within the restoration or mitigation area, except as may be required to maintain the area in its restored or mitigated condition. Prior to requesting the issuance of the Certificate of Compliance, the applicant shall demonstrate the restoration or mitigation has been successfully completed for at least two growing seasons. Noted. Proposed Mitigation Measures The proposed project includes numerous mitigation measures to reduce the impact of the project on adjacent environmentally-sensitive areas. Pavement Removal The proposed Project provides a decrease of 471 square feet of degraded area from the existing condition. In portions of the Riverfront Area on the site, the existing pavement and adjacent degraded areas will be restored to a natural condition (see photo below for existing condition). 10 Existing Parking Lot overlooking Paradise Pond Per Section 10.58 of the Regulations, all pavement, subbase materials and debris will be removed. The area will be covered with topsoil/soil profile consistent with the natural soils, and then seeded and planted with an erosion control seed mixture. Herbaceous and woody species appropriate to the site will also be planted. Construction Period Erosion and Sedimentation Controls Erosion and sedimentation controls are proposed to reduce the construction-related impact of the proposed project on adjacent wetland resource areas. Control measures will include, but are not limited to, minimizing land disturbance, providing temporary stabilization and covers, installing perimeter controls (silt fence and straw wattles/bales), constructing temporary sediment basins, and providing stormwater inlet protection (silt sack, straw wattles/bales). The contractor will be required to do inspections of all controls regularly to ensure that the controls are working properly. The contractor shall clean and reinstall any control that needs to be cleaned or replaced. Additionally, the contractor will clean/flush the entire stormwater management system prior to final acceptance by the owner. The proposed project may disturb more than one acre of land, which requires the filing of a National Pollutant Discharge Elimination System (NPDES) Stormwater Construction General Permit. To apply for coverage under this General Permit, a Notice of Intent will be submitted to the U.S. Environmental Protection Agency prior to the commencement of construction by the Contractor. The NPDES Notice of Intent requires the development and implementation of a Stormwater Pollution Prevention Plan (SWPPP) for construction activities, which will be submitted to the Conservation Commission and the DEP prior to construction by the Contractor. The SWPPP is a detailed erosion and sediment control plan that indicates the structural and non-structural erosion and sediment controls that will be employed, as appropriate, to control erosion on the construction site. A draft of the SWPPP is included in the Stormwater Report (Attachment D). Post-Construction Stormwater Management The proposed stormwater management system is designed in accordance with the MassDEP Stormwater Management Standards and the Northampton Stormwater Regulations. Best Management Practices (BMPs) will be used to mitigate potential changes in runoff, promote infiltration, and provide water quality treatment. Water quality treatment will be achieved using Silt Prison inlets, biofiltration through bioretention basins, pervious pavers, landscape filters, and green roof. These BMPs were selected because they efficiently remove stormwater pollutants including total suspended solids, total phosphorus, and nitrogen. None of the BMPs on the Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 11 site will be infiltrating due to high groundwater and poor soils. The enclosed Stormwater Report thoroughly details the proposed stormwater management system and its compliance with local and state regulations. The Stormwater Report includes an Operation and Maintenance Plan that was prepared in compliance with Standard 9 of the 2008 MassDEP Stormwater Handbook to provide best management practices for implementing maintenance activities for the stormwater management system in a manner that minimizes impacts to wetland resource areas. The project Owner has reviewed and agreed to implement the operation and maintenance practices outlined in the Plan. Long-Term Pollution Prevention A Long-Term Pollution Prevention Plan has been prepared in compliance with the Standards 4 and 9 of the 2008 Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards, which require provisions for the following: a. Good Housekeeping b. Storing materials and waste products inside or under cover c. Vehicle washing d. Routine inspections of stormwater best management practices e. Spill prevention and response f. Maintenance of lawns, gardens, and other landscaped areas g. Storage and used of fertilizers, herbicides, and pesticides h. Pet waste management i. Operation and management of septic systems j. Proper management of deicing chemicals and snow The project Owner has reviewed and agreed to implement the management practices outlined in the Plan and proactively conduct operations at the Project site in an environmentally-responsible manner. Conclusion On behalf of the Applicant, Nitsch Engineering is filing the enclosed Notice of Intent (NOI) Application with the Northampton Conservation Commission for the construction of the new Lazarus-Wurtele Center at Smith College. The project will require some temporary and permanent alteration of Wetland Resource Areas under the Massachusetts Wetlands Protection Act (M.G.L. c. 131, §40) and its Regulations (310 CMR 10.00). The Project provides numerous mitigation measures including: limiting clearing and disturbance in wetland resource areas, reducing degraded area within the Riverfront, minimizing the disturbance within resource area boundaries, minimization of earthwork, and improving the stormwater management system to meet the MassDEP Stormwater Management Standards. This NOI report and supporting documentation provide a thorough description of the design details and regulatory compliance in accordance with the pertinent Wetland Statutes and Regulations. The Applicant seeks an Order of Conditions approving the Project as proposed. 12 SECTION 3 Wetland Resource Area Information Wetland Resource Area Delineation Report Riverfront Calculations and Figures 500A Washington Street, Quincy, MA 02169 Wetland Summary Letter 8 College Lane Smith College Northampton, Massachusetts 1 May 31, 2023 Northeast Survey Consultants, PC Attn: Brian Franetovich 3 Ferry Street, Studio 1 East Easthampton, MA, 01027 Re: Wetland Summary Letter Smith College 8 College Lane Northampton, MA Dear Mr. Franetovich, A Professional Wetland Scientist (PWS) from Lucas Environmental, LLC (LE) conducted a site investigation on April 25, 2023 to determine if wetland resource areas were present at or near a portion of Smith College in Northampton, Massachusetts. Please note that this effort is specific to wetland resources; it does not evaluate constraints related to local planning or zoning requirements, historical or cultural significance, nor does it evaluate the potential for soil, air, or water contamination. Note that the site was reviewed under appropriate field conditions, i.e., no snow cover or frozen ground. The wetland investigation was performed in accordance with the Massachusetts Wetlands Protection Act (M.G.L. Ch. 131, § 40) and regulations (310 CMR 10.00 et seq.); Section 404 of the Clean Water Act (33 U.S.C. 1344); Massachusetts Department of Environmental Protection (MassDEP) publication “Massachusetts Handbook for Delineation of Bordering Vegetated Wetlands (2022); and the U.S. Army Corp of Engineers (USACE) Wetland Delineation Manual (1987); the Northcentral and Northeast Regional Supplement (2012); and the City of Northampton Wetlands Ordinance (Chapter 337). Massachusetts Bordering Vegetated Wetland Determination Forms were completed and are included with this letter. The site investigation was limited to wetland areas within 100 feet and perennial streams within 200 feet of the area located generally from College Lane to approximately 350 feet east, and from Elm Street to approximately 400 feet south, at Smith College in Northampton, Massachusetts (the “Study Area”). The following data sources were examined prior to the site investigation: • Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM); • United States Geological Survey Topographic Quadrangle; • MassGIS MassDEP Wetland and Hydrography Datalayers; • National Wetland Inventory (NWI) Maps; • MassGIS Natural Heritage Atlas Datalayers; and • United States Department of Agriculture, Natural Resources Conservation Service (USDA-NRCS) Soil Survey. 500A Washington Street, Quincy, MA 02169 Wetland Summary Letter 8 College Lane Smith College Northampton, Massachusetts 2 1.0 EXISTING CONDITIONS The Study Area is located generally south of Elm Street, east of the Mill River and College Lane, along a portion of Chapin Way, and south to the Lyman Plant House and Conservatory (See Figure 1 – USGS Map and Figure 2 – Aerial Map). The Study Area consists of a mix of wooded and developed areas on the Smith College campus, including the Admission’s Office, 8 College Lane, Park Annex, Hopkins House, Wesley House, and the Lyman Conservatory. The Mill River is perennial and flows generally west to east/southeast along the western portion of the Study Area and is within the Mill River Reservoir (Paradise Pond) near the Study Area. A review of the current MassGIS data layer for the Massachusetts Natural Heritage Atlas (effective August 1, 2021) under the Natural Heritage and Endangered Species Program (NHESP) indicates that the western portion of the Study Area is located within Estimated Habitat of Rare Wildlife (EH 1319) and Priority Habitat of Rare Species (PH 2084) (See Figure 3 – NHESP Map). See the attached NHESP Letter dated May 31, 2023, Heritage Hub Form ID: IR-63257, and below for further detail on the rare species present. No Certified Vernal Pools under the jurisdiction of the Wetlands Protection Act Regulations (310 CMR 10.00 et seq.) or the Massachusetts Endangered Species Act (321 CMR 10.00 et seq.), or mapped Potential Vernal Pools occur within the Study Area. The Study Area is not located within an Area of Critical Environmental Concern (ACEC), Outstanding Resource Water (ORW), Surface Water Protection Area, or MassDEP Wellhead Protection Area. The Mill River is identified as Coldwater Fisheries Habitat by the Massachusetts Division of Fisheries and Wildlife. The Mill River (Segment ID MA34-28) is also identified as a Category 5 water requiring a Total Maximum Daily Load (TMDL) per the Final MassDEP 2018/2020 Integrated List of Waters (305(b)/303(d)). Waters are listed in Category 5 if they were identified as impaired (i.e., not supporting one or more intended uses), the impairment was related to the presence of one or more “pollutants”, and the source of those pollutants was not considered to be natural. The cause of impairment in Mill River has been identified as Escherichia Coli (E. Coli). 2.0 ENVIRONMENTAL RESOURCE AREAS Wetland resource areas identified within the Study Area include Inland Bank, Bordering Vegetated Wetlands (BVW)/Freshwater Wetlands, Land Under Water Bodies and Waterways (LUWW), Bordering Land Subject to Flooding (BLSF), and Riverfront Area (RFA). Under the Massachusetts Wetlands Protection Act (WPA) and Northampton Wetlands Ordinance (Chapter 337) the wetlands within the Study Area are defined as follows. 500A Washington Street, Quincy, MA 02169 Wetland Summary Letter 8 College Lane Smith College Northampton, Massachusetts 3 2.1 Inland Bank Section 310 CMR 10.54 of the WPA defines Bank as the portion of the land surface which normally abuts and confines a water body. It occurs between a water body and a vegetated bordering wetland and adjacent flood plain, or, in the absence of these, it occurs between a water body and an upland. The upper boundary of a Bank is the first observable break in the slope or the mean annual flood level, whichever is lower. The lower boundary of a Bank is the mean annual low flow level. The Bank of the Mill River was delineated in the field and is described below. A 100-Foot Buffer Zone extends from Inland Bank under both the WPA and the Ordinance. In addition, jurisdiction under the Ordinance includes a Protected Zone from the edge of the Bank. 2.2 Bordering Vegetated Wetlands/Freshwater Wetland Section 310 CMR 10.55 of the WPA defines BVW as freshwater wetlands which border on creeks, rivers, streams, ponds and lakes. The types of freshwater wetlands are wet meadows, marshes, swamps and bogs. Bordering Vegetated Wetlands are areas where the soils are saturated and/or inundated such that they support a predominance of wetland indicator plants. The boundary of Bordering Vegetated Wetlands is the line within which 50% or more of the vegetational community consists of wetland indicator plants and saturated or inundated conditions exist. Wetland indicator plants are also those classified in the indicator categories of Facultative, Facultative+, Facultative Wetland-, Facultative Wetland, Facultative Wetland+, or Obligate Wetland in the National List of Plant Species That Occur in Wetlands: Massachusetts (Fish & Wildlife Service, U.S. Department of the Interior, 1988) or plants exhibiting physiological or morphological adaptations to life in saturated or inundated conditions. The Northampton Wetlands Ordinance protects Freshwater Wetlands whether or not they border on water bodies or waterways. A 100-Foot Buffer Zone extends from the BVW under both the WPA and the Ordinance. In addition, jurisdiction under the Ordinance includes a Protected Zone from the edge of the BVW/Freshwater Wetland. The delineated BVW is described below. 2.3 Land Under Water Bodies and Waterways Section 310 CMR 10.56 of the WPA defines LUWW as the land beneath any creek, river, stream, pond or lake. Said land may be composed of organic muck or peat, fine sediments, rocks or bedrock. The physical characteristics and location of Land Under Water Bodies and Waterways specified in 310 CMR 10.56(2)(a) are critical to the protection of the interests specified in 310 CMR 10.56(1). The boundary of Land Under Water Bodies and Waterways is the mean annual low water level. LUWW is present within the Mill River. This resource area is located below the edge of Bank or the Mean Annual High Water (MAHW) line of the river, therefore it is not field delineated. 2.4 Bordering Land Subject to Flooding Section 310 CMR 10.57(2)(a) of the WPA defines BLSF as an area with low, flat topography adjacent to and inundated by flood waters rising from creeks, rivers, streams, ponds or lakes. It extends from the banks of these waterways and water bodies; where a bordering vegetated wetland occurs, it extends from said wetland. The boundary of Bordering Land Subject to Flooding is the estimated maximum lateral extent of flood water which will theoretically result from the statistical 100-year frequency storm. 500A Washington Street, Quincy, MA 02169 Wetland Summary Letter 8 College Lane Smith College Northampton, Massachusetts 4 Under the Northampton Ordinance, Lands Subject to Flooding is defined as depressions or closed basins which serve as ponding areas for runoff, snowmelt, heavy precipitation, or high groundwater which has risen above the ground surface, and areas which flood from a rise in a bordering waterway or water body. There is no 100-Foot Buffer Zone from BLSF under the WPA; however, jurisdiction under the Ordinance includes a 40-Foot Buffer Zone from the edge of Land Subject to Flooding. According to the April 3, 1978, FEMA FIRM for the City of Northampton, Hampshire County Massachusetts, Map Number 2501670002A, Zone A7 is present within the Study Area along the Mill River. Zone A7 indicates areas of 100-year flood where base flood elevations and flood hazard factors are determined. As indicated on the FIRM, the base flood elevation at this general location along the Mill River is elevation 143 feet (NGVD 1929). The remainder of the Study Area is mapped in a Zone C Area of Minimal Flooding. Therefore, Bordering Land Subject to Flooding (BLSF) occurs west of the Study Area; however, is not located within it. 2.5 Riverfront Area Section 310 CMR 10.58(2)(a)(3) of the WPA defines Riverfront Area as the area of land between a river’s mean annual high water line measured horizontally outward from the river and a parallel line located 200 feet away. The Mill River is mapped as perennial on the current USGS topographic map (Easthampton, MA Quadrangle, 2021) and is therefore presumed to be perennial. The MAHW line was delineated in the field and is coincident with Inland Bank as described in the following section. 2.6 Resource Area Descriptions Bank 1 – Mill River The northern and eastern Banks of the Mill River were delineated with blue survey flagging numbered sequentially from BF1-1 to BF1-20. The Bank of the river is generally well defined and the MAHW line is coincident with Inland Bank. A narrow fringe of wetland is present upgradient of a portion of the delineated Inland Bank/MAHW line. Wetland A Wetland A is a fringe of BVW located along the Mill River. The BVW boundary is delineated with pink survey tape numbered sequentially with series WFA-1 to WFA-9. Common wetland vegetation includes broadleaf cattail (Typha latifolia), lesser celandine (Ficaria verna), skunk cabbage (Symplocarpus foetidus), sensitive fern (Onoclea sensibilis), and sedges (Scirpus sp.). Vegetation in the adjacent upland includes staghorn sumac, multiflora rose, American pokeweed (Phytolacca americana), curly dock (Rumex crispus), and lesser celandine. Soils within the BVW are generally a deep, very dark silty loam with redoximorphic features present near the surface, underlain by sand. Upland soils were characterized by B-horizons of chroma 6. State, local, and federal boundaries are coincident. 500A Washington Street, Quincy, MA 02169 Wetland Summary Letter 8 College Lane Smith College Northampton, Massachusetts 5 Riverfront Area The Riverfront Area extends 200 feet horizontally from the delineated Bank/MAHW line within and near the Study Area. This includes the delineated BVW described above as well as adjacent upland areas. The Riverfront area is substantially developed with buildings, roads, paved paths, and landscaped areas. Common vegetation within the Riverfront Area upland includes American elm (Ulmus americana), tree of heaven (Ailanthus altissima), black locust (Robinia pseudoacacia), red maple (Acer rubrum), Norway maple (Acer platanoides), crabapple (Malus sp.), multiflora rose (Rosa multiflora), honeysuckle (Lonicera sp.), willow (Salix sp.), common elderberry (Sambucus nigra), Japanese barberry (Berberis thunbergii), black raspberry (Rubus occidentalis), burning bush (Euonymus alata), staghorn sumac (Rhus typhina), garlic mustard (Alliaria petiolata), and curly dock. Botanical Pond A botanical pond is located south of the Lyman Plant House and Conservatory in the Botanic Garden of Smith College. The pond appears to be man-made and circulating water; however, this has not been confirmed. LE did not delineate this area and does not believe it is jurisdictional under the WPA or Northampton Wetlands Protection Ordinance. The pond is located greater than 100 feet from the Study Area. A fringe of highbush blueberry (Vaccinium corymbosum), red-osier dogwood (Cornus sericea), common winterberry (Ilex verticillata), red chokeberry (Aronia arbutifolia), swamp rose (Rosa palustris), soft rush (Juncus effusus), and broadleaf cattail surrounds the pond. 2.7 Northampton Wetlands Protection Ordinance Under the Northampton Wetlands Protection Ordinance, jurisdiction includes a 50-Foot Protected Zone from resource areas in which alteration is not permitted, except as specifically provided in the Ordinance. The Protected Zone is defined as the area of land between the edge of a resource area and a parallel line located 50 feet Away, measured horizontally, except as provided in § 337-10. As described in section D(2)(h)[7] of the Ordinance, within Urban Residential-B and Urban Residential-C Zoning Districts, the Protected Zone is reduced to 35 feet. Note that the Ordinance has additional performance standards for resource areas than under the WPA. 2.8 NHESP Review As noted above, the western portion of the Study Area is located within Estimated Habitat of Rare Wildlife (EH 1319) and Priority Habitat of Rare Species (PH 2084). NHESP identified the following state-listed rare species in these areas: • Ocellated Darner (Boyeria grafiana; Special Concern), • Wood Turtle (Glyptemys insculpta; Special Concern), and • Skillet Clubtail (Gomphurus ventricosus; Threatened). 500A Washington Street, Quincy, MA 02169 Wetland Summary Letter 8 College Lane Smith College Northampton, Massachusetts 6 The species listed above are protected under the Massachusetts Endangered Species Act (MESA; M.G.L. c. 131A) and its implementing regulations (321 CMR 10.00). State-listed wildlife are also protected under the WPA. Projects and activities located within Priority and/or Estimated Habitat must be reviewed by NHESP for compliance with the state-listed species protection provisions of MESA (321 CMR 10.00) and/or the WPA (310 CMR 10.00). If you have any questions, please do not hesitate to contact me at 617.405.4140 or cml@lucasenviro.com. Thank you for your consideration in this matter. Sincerely, LUCAS ENVIRONMENTAL, LLC Christopher M. Lucas, Manager, PWS/CWS/RPSS Environmental Consultant/Wetland & Soil Scientist Enclosures: NHESP Letter Figures Bordering Vegetated Wetland Determination Forms May 31, 2023 Christopher Lucas Lucas Environmental, LLC 500A Washington Street Quincy, Massachusetts 02169 RE: Project Location: College Lane Town: Northampton Heritage Hub Form ID: IR-63257 NHESP Tracking No.: - To Whom It May Concern: Thank you for contacting the Natural Heritage and Endangered Species Program (NHESP) of the MA Division of Fisheries & Wildlife (the “Division”) for information regarding state-listed species in the vicinity of the above referenced site. Based on the information provided, this project site or a portion thereof is located within the current Massachusetts Natural Heritage Atlas. The following state-listed species are mapped for either Priority Habitat (PH) alone, or for both Priority Habitat (PH) and Estimated Habitat (EH), as indicated in the following table: Scientific Name Common Name Taxonomic Group State Status EH PH 20841319Special Concern Dragonfly/Damself ly Ocellated DarnerBoyeria grafiana 20841319Special Concern ReptileWood TurtleGlyptemys insculpta 20841319ThreatenedDragonfly/Damself ly Skillet ClubtailGomphurus ventricosus The species listed above are protected under the Massachusetts Endangered Species Act (MESA) (M.G.L. c. 131A) and its implementing regulations (321 CMR 10.00). State-listed wildlife are also protected under the Massachusetts Wetlands Protection Act (WPA) (M.G.L. c. 131, s. 40) and its implementing regulations (310 CMR 10.00). Fact sheets for most state-listed species can be found on our website (www.mass.gov/nhesp). Please note that projects and activities located within Priority and/or Estimated Habitat must be reviewed by the Division for compliance with the state-listed species protection provisions of MESA (321 CMR 10.00) and/or the WPA (310 CMR 10.00). 2PageIR-63257NHESP No. Wetlands Protection Act (WPA) If the project site is within Estimated Habitat and a Notice of Intent (NOI) is required, then a copy of the NOI must be submitted to the Division so that it is received at the same time as the local conservation commission. If the Division determines that the proposed project will adversely affect the actual Resource Area habitat of state-protected wildlife, then the proposed project may not be permitted (310 CMR 10.37, 10.58(4)(b) & 10.59). In such a case, the project proponent may request a consultation with the Division to discuss potential project design modifications that would avoid adverse effects to state-listed wildlife habitat. A streamlined joint MESA/WPA review process is available. When filing an NOI, the applicant may file concurrently under the MESA and qualify for a 30-day streamlined joint review. Please visit our website for filing instructions: www.mass.gov/regulatory-review. MA Endangered Species Act (MESA) If the proposed project is located within Priority Habitat and is not exempt from review (see 321 CMR 10.14), then project plans, a fee, and other required materials must be submitted to the Division to determine whether a Take under the MA Endangered Species Act would occur (321 CMR 10.18). Please note that all proposed and anticipated development must be disclosed, as MESA does not allow project segmentation (321 CMR 10.16). Please visit our website for filing instructions: www.mass.gov/regulatory-review. We recommend that state-listed species habitat concerns be addressed during the project design phase prior to submission of a formal MESA filing, as avoidance and minimization of impacts to state-listed species and their habitats is likely to expedite regulatory review. Please visit our website for more information on how to request a pre-filing consultation with the Division: www.mass.gov/how-to/request-a-pre-filing-consultation This evaluation is based on the most recent information available in the NHESP database, which is constantly being expanded and updated through ongoing research and inventory. If the purpose of your inquiry is to generate a species list to fulfill the federal Endangered Species Act (16 U.S.C. 1531 et seq.) information requirements for a permit, proposal, or authorization of any kind from a federal agency, we recommend that you use the NOAA Fisheries Greater Atlantic Region ESA Section 7 Mapper (https://noaa.maps.arcgis.com/apps/webappviewer/index.html?id=1bc332edc5204e03b250ac11f9914a27) and the U.S. Fish and Wildlife Service's Information for Planning and Conservation website (https://ecos.fws.gov/ipac). If you have any questions regarding this letter please contact Melany Cheeseman, Endangered Species Review Assistant, at Melany.Cheeseman@mass.gov. Sincerely, Everose Schlüter, Ph.D. Assistant Director 0 1,000 2,000500 Feet ±Smith College8 College LaneNorthampton, MA FIGURE 1 Source: Office of Geographic and Environmental Information (MassGIS), Commonwealth of Massachusetts Executive Office of Environmental Affairs; USGS Color Topographic Quadrangle USGS Map Town/City Boundary Approximate Site Location ")9 Elm Street Prospect Street Elm Street Elm Street ElmStreet Elm Street Elm Street Round Hill RoadHenshaw AvenueC hapin DriveCol l ege Lane0 60 12030 Feet ±Smith CollegeCollege LaneNorthampton, MA FIGURE 2 Source: Office of Geographic and Environmental Information (MassGIS), Commonwealth of Massachusetts Executive Office of Environmental Affairs; USGS Color Ortho Imagery - 15cm (2021) Aerial Map Town/City BoundaryMassDOT Roads Interstate U.S. Highway State Route Non-numbered Road Approximate Study Area . . ")9 Elm Street Prospect Street Elm Street Elm Street ElmStreet Elm Street Elm Street Round Hill RoadHenshaw AvenueC hapin DriveCol l ege Lane0 60 12030 Feet ±Smith CollegeCollege LaneNorthampton, MA FIGURE 3 Source: Office of Geographic and Environmental Information (MassGIS), Commonwealth of Massachusetts Executive Office of Environmental Affairs; USGS Color Ortho Imagery - 15cm (2021) NHESP Map Town/City BoundaryMassDOT Roads Interstate U.S. Highway State Route Non-numbered Road .Potential Vernal Pools jk NHESP Certified Vernal Pools NHESP Estimated Habitats of Rare Wildlife NHESP Priority Habitats of Rare Species Approximate Study Area EH 1319PH 2084 ")9 Elm Street Prospect Street Elm Street Elm Street ElmStreet Elm Street Elm Street Round Hill RoadHenshaw AvenueC hapin DriveCol l ege Lane0 60 12030 Feet ±Smith CollegeCollege LaneNorthampton, MA FIGURE 4 Source: Office of Geographic and Environmental Information (MassGIS), Commonwealth of Massachusetts Executive Office of Environmental Affairs; USGS Color Ortho Imagery - 15cm (2021) FEMA Map Town/City BoundaryMassDOT Roads Interstate U.S. Highway State Route Non-numbered Road FEMA Q3 Flood Zones A AE AH AO V VE X500 Approximate Study Area This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: ___________________________________ City/Town: ____________________ Sampling Date: ___________ Applicant/Owner: ____________________________________________ Sampling Point or Zone: ____________________ Investigator(s):_______________________________________________Latitude / Longitude:________________________ Soil Map Unit Name:_________________________________________ NWI or DEP 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? (If yes, explain in Remarks) Are Vegetation _______ , Soil ______ , or Hydrology _____ naturally problematic? (If yes, explain in Remarks) SUMMARY OF FINDINGS – Attach site map and photograph log showing sampling locations, transects, etc. Wetland vegetation criterion met? Yes ______ No ______ Is the Sampled Area within a Wetland? Yes ____ No _____ Hydric Soils criterion met? Yes ______ No ______ Wetlands hydrology present? Yes ______ No ______ Remarks, Photo Details, Flagging, etc.: HYDROLOGY Field Observations: Surface Water Present? Yes ______ No _______ Depth (inches) ______________ Water Table Present? Yes ______ No _______ Depth (inches) ______________ Saturation Present (including capillary fringe)? Yes ______ No _______ Depth (inches) ______________ Wetland Hydrology Indicators Reliable Indicators of Wetlands Hydrology Indicators that can be Reliable with Proper Interpretation Indicators of the Influence of Water ____ Water-stained leaves ___ Hydrological records ____ Direct observation of inundation ____ Evidence of aquatic fauna ___ Free water in a soil test hole ____ Drainage patterns ____ Iron deposits ___ Saturated soil ____ Drift lines ____ Algal mats or crusts ___ Water marks ____ Scoured areas ____ Oxidized rhizospheres/pore linings ___ Moss trim lines ____ Sediment deposits ____ Thin muck surfaces ___ Presence of reduced iron ____ Surface soil cracks ____ Plants with air-filled tissue (aerenchyma) ___ Woody plants with adventitious roots ____ Sparsely vegetated concave surface ____ Plants with polymorphic leaves ___ Trees with shallow root systems ____ Microtopographic relief ____ Plants with floating leaves ____ Hydrogen sulfide odor ___ Woody plants with enlarged lenticels ____ Geographic position (depression, toe of slope, fringing lowland Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): Smith College, 8, College Lane Northampton 04/25/2023 Northeast Survey Consultants WFA-4 WET Lucas Environmental, LLC, Christopher M. Lucas, PWS/CWS/RPSS 42°19'10.07" N, 72°38'28.89" W R2UBH/PEM, Marsh Delineated with pink flags WFA-1 through WFA-9. 24.00 18.00 Adjacent to river edge/seep. Amostown-Windsor silty substratum-Urban land complex, 0-3% slopes ✔ ✔✔ ✔ ✔ ✔ ✔ ✔ ✔ Sampling Point__________ 2 VEGETATION – Use both common and scientific names of plants. Tree Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. ________ = Total Cover Shrub/Sapling Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. ________ = Total Cover Herb Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. ________ = Total Cover Y Y WFA-4 WET 30' 15' 5' 0.0 0.0 Fig buttercup / Lesser celandine Ficaria verna Symplocarpus foetidusSkunk cabbage FACW OBL 85.0 1.0 Yes No 86.0 Sampling Point__________ 3 VEGETATION – continued. Woody Vine Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. ________ = Total Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes _____ No ________ Dominance Test: Number of dominant species Number of dominant species that are wetland indicator plants Do wetland indicator plants make up ш 50% of dominant plant species? Yes ______ No _______ Prevalence Index: OBL species Total % Cover (all strata) Multiply by: Result 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 = Is the Prevalence Index ч 3.0? Yes ______ No _______ Wetland vegetation criterion met? Yes _______ No ________ Definitions of Vegetation Strata Tree - Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Shrub / Sapling - Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m) tall Herb - All herbaceous (non-woody plants, regardless of size, and woody plants less than 3.3 ft. (1 m) tall Woody vines - All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Range Midpoint 1-5 %3.0 % 6-15 %10.5 % 15-25 %20.5 % 26-50 %38.0 % 51-75 %63.0 % 76-95 %85.5 % 96-100 %98.0 % WFA-4 WET 30' 1 1 0.00 0 0.00 0.0 ✔ ✔ 0.00 0.00 0.00 0.00 0 ✔ Sampling Point__________ 4 SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth (inches) Matrix Redox Features Texture Remarks Color (moist) % Color (moist) % Type1 Location2 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=MaskĞd Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils ____ Histosol (A1) ____ Polyvalue Below Surface (S8) ____ 2 cm Muck (A10) ____ Histic Epipedon (A2) ____ Thin Dark Surface (S9) ___ 5 cm Mucky Peat or Peat (S3) ____ Black Histic (A3) ____ Loamy Mucky Mineral (F1) ___ Dark Surface (S7) ____ Hydrogen Sulfide (A4) ____ Loamy Gleyed Matrix (F2) ___ Polyvalue Below Surface (S8) ____ Stratified Layers (A5) ____ Depleted Matrix (F3) ___ Thin Dark Surface (S9) ____ Depleted Below Dark Surface (A11) ____ Redox Dark Surface (F7) ___ Iron-Manganese Masses (F12) ____ Thick Dark Surface (A12) ____ Depleted Dark Surface (F8) ___ Mesic Spodic (A17) ____ Sandy Mucky Mineral (S1) ___ Red Parent Material (F21) ____ Sandy Gleyed Matrix (S4) ___ Very Shallow Dark Surface (TF12) ____ Sandy Redox (S5) ___ Other (Include Explanation in Remarks) ____ Stripped Matrix (S6) ____ Dark Surface (S7) Restrictive Layer (if observed) Type: _____________________________ Depth (inches): ______________________ Remarks: Hydric Soils criterion met? Yes _______ No ________ WFA-4 WET 10YR 2/2 100.0%0.0%silt loam 10YR 3/2 70.0%10YR 4/6 15.0%loamy silt 0.0%10YR 4/1 15.0% 10YR 3/1 70.0%10YR 4/6 15.0%loamy silt 0.0%10YR 4/1 15.0% 10YR 4/1 100.0%0.0%coarse sand 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% ✔ ✔ 0-6" 6-11" 11-24" 24"+ 6.00 5.00 13.00 6.00 C D C D RM M M M M M This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: ___________________________________ City/Town: ____________________ Sampling Date: ___________ Applicant/Owner: ____________________________________________ Sampling Point or Zone: ____________________ Investigator(s):_______________________________________________Latitude / Longitude:________________________ Soil Map Unit Name:_________________________________________ NWI or DEP 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? (If yes, explain in Remarks) Are Vegetation _______ , Soil ______ , or Hydrology _____ naturally problematic? (If yes, explain in Remarks) SUMMARY OF FINDINGS – Attach site map and photograph log showing sampling locations, transects, etc. Wetland vegetation criterion met? Yes ______ No ______ Is the Sampled Area within a Wetland? Yes ____ No _____ Hydric Soils criterion met? Yes ______ No ______ Wetlands hydrology present? Yes ______ No ______ Remarks, Photo Details, Flagging, etc.: HYDROLOGY Field Observations: Surface Water Present? Yes ______ No _______ Depth (inches) ______________ Water Table Present? Yes ______ No _______ Depth (inches) ______________ Saturation Present (including capillary fringe)? Yes ______ No _______ Depth (inches) ______________ Wetland Hydrology Indicators Reliable Indicators of Wetlands Hydrology Indicators that can be Reliable with Proper Interpretation Indicators of the Influence of Water ____ Water-stained leaves ___ Hydrological records ____ Direct observation of inundation ____ Evidence of aquatic fauna ___ Free water in a soil test hole ____ Drainage patterns ____ Iron deposits ___ Saturated soil ____ Drift lines ____ Algal mats or crusts ___ Water marks ____ Scoured areas ____ Oxidized rhizospheres/pore linings ___ Moss trim lines ____ Sediment deposits ____ Thin muck surfaces ___ Presence of reduced iron ____ Surface soil cracks ____ Plants with air-filled tissue (aerenchyma) ___ Woody plants with adventitious roots ____ Sparsely vegetated concave surface ____ Plants with polymorphic leaves ___ Trees with shallow root systems ____ Microtopographic relief ____ Plants with floating leaves ____ Hydrogen sulfide odor ___ Woody plants with enlarged lenticels ____ Geographic position (depression, toe of slope, fringing lowland Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): Smith College, 8, College Lane Northampton 04/25/2023 Northeast Survey Consultants WFA-4 UPL Lucas Environmental, LLC, Christopher M. Lucas, PWS/CWS/RPSS 42°19'10.07" N, 72°38'28.89" W R2UBH/PEM, Marsh Delineated with pink flags WFA-1 through WFA-9. Adjacent to path and landscaped areas with ornamentals. Amostown-Windsor silty substratum-Urban land complex, 0-3% slopes ✔ ✔✔ ✔ ✔ ✔ ✔ ✔ Sampling Point__________ 2 VEGETATION – Use both common and scientific names of plants. Tree Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. ________ = Total Cover Shrub/Sapling Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. ________ = Total Cover Herb Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. ________ = Total Cover N N Y Y WFA-4 UPL 30' 15' 5' 0.0 Staghorn sumac Rhus typhina UPL 10.5 Yes No 10.5 Multiflora rose Rosa multiflora Phytolacca americana Rumex crispus Ficaria verna Solidago sp. American pokeweed Curly dock Fig buttercup / Lesser celandine Goldenrod FACU FACU FAC FACW 20.5 10.5 10.5 10.5 Yes Yes Yes Yes 52.0 Sampling Point__________ 3 VEGETATION – continued. Woody Vine Stratum Plot size _______________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. ________ = Total Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes _____ No ________ Dominance Test: Number of dominant species Number of dominant species that are wetland indicator plants Do wetland indicator plants make up ш 50% of dominant plant species? Yes ______ No _______ Prevalence Index: OBL species Total % Cover (all strata) Multiply by: Result 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 = Is the Prevalence Index ч 3.0? Yes ______ No _______ Wetland vegetation criterion met? Yes _______ No ________ Definitions of Vegetation Strata Tree - Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Shrub / Sapling - Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m) tall Herb - All herbaceous (non-woody plants, regardless of size, and woody plants less than 3.3 ft. (1 m) tall Woody vines - All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Range Midpoint 1-5 %3.0 % 6-15 %10.5 % 15-25 %20.5 % 26-50 %38.0 % 51-75 %63.0 % 76-95 %85.5 % 96-100 %98.0 % WFA-4 UPL 30' 5 2 0.00 0 0.00 Grape Vitis sp. 0.0 ✔ ✔ 0.00 0.00 0.00 0.00 0 ✔ Sampling Point__________ 4 SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth (inches) Matrix Redox Features Texture Remarks Color (moist) % Color (moist) % Type1 Location2 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=MaskĞd Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils ____ Histosol (A1) ____ Polyvalue Below Surface (S8) ____ 2 cm Muck (A10) ____ Histic Epipedon (A2) ____ Thin Dark Surface (S9) ___ 5 cm Mucky Peat or Peat (S3) ____ Black Histic (A3) ____ Loamy Mucky Mineral (F1) ___ Dark Surface (S7) ____ Hydrogen Sulfide (A4) ____ Loamy Gleyed Matrix (F2) ___ Polyvalue Below Surface (S8) ____ Stratified Layers (A5) ____ Depleted Matrix (F3) ___ Thin Dark Surface (S9) ____ Depleted Below Dark Surface (A11) ____ Redox Dark Surface (F7) ___ Iron-Manganese Masses (F12) ____ Thick Dark Surface (A12) ____ Depleted Dark Surface (F8) ___ Mesic Spodic (A17) ____ Sandy Mucky Mineral (S1) ___ Red Parent Material (F21) ____ Sandy Gleyed Matrix (S4) ___ Very Shallow Dark Surface (TF12) ____ Sandy Redox (S5) ___ Other (Include Explanation in Remarks) ____ Stripped Matrix (S6) ____ Dark Surface (S7) Restrictive Layer (if observed) Type: _____________________________ Depth (inches): ______________________ Remarks: Hydric Soils criterion met? Yes _______ No ________ WFA-4 UPL 10YR 2/2 100.0%0.0%sandy loam 10YR 4/4 100.0%0.0%sandy loam 10YR 3/4 100.0%0.0%sandy loam 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% 0.0%0.0% ✔ 0-2" 2-16" 16-20"+ 2.00 14.00 4.00 PARK ANNEX LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE COLLEGE LANEPARK ANNEX LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE COLLEGE LANETenBerke Architects D.P.C. 220 Fifth Avenue, 7th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 RIVERFRONT FIGURE TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com Northampton, MA – Notice of Intent 11/1/2023 | Nitsch #15150 13 SECTION 4 Documentation of Abutter Notification Abutter Notification Affidavit of Service Certified Abutters List Notification to Abutters Under the Massachusetts Wetlands Protection Act, and the Northampton Wetlands Ordinance This is a notification required by law. You are receiving this notification because you have been identified as the owner of land abutting another parcel of land for which certain activities are proposed. Those activities require a permit under the Massachusetts Wetlands Protection Act (M.G.L. c. 131, § 40). In accordance with the second paragraph of the Massachusetts Wetlands Protection Act, and 310 CMR 10.05(4)(a) of the Wetlands Regulations, you are hereby notified that: A. A Notice of Intent was filed with the Northampton Conservation Commission on November XX, 2023 seeking permission to remove, fill, dredge, or alter an area subject to protection under M.G.L. c. 131 §40 and the Northampton Wetlands Protection Ordinance (Chapter 337). The work proposed is: B. The name of the applicant is: Smith College. C. The address of the land where the activity is proposed is: 8 College Lane, Northampton, MA 01063, assessors map numbers 31B and 31D, parcel numbers 246, 247, 294, 002. D. Copies of the Notice of Intent may be examined at the Office of Planning and Sustainability, 210 Main Street, Room 11, between the hours of 8:30 a.m. and 4:30 p.m., Monday – Friday, and online at www.northamptonma.gov/pending, permit files are sorted by Map and Lot. E. Copies of the Notice of Intent may be obtained from the applicant by calling Charlie Conant at Smith College at 413-585-2424. An administrative fee may be applied for providing copies of the NOI and plans. F. Information regarding the date, time, and place of the public hearing may be obtained from the Office of Planning and Sustainability by calling the Conservation Agent at (413) 587- 1263. Conservation Commission agendas are also posted at http://northamptonma.gov/AgendaCenter/Conservation-Commission-7 Notification provided pursuant to the above requirement does not automatically confer standing to the recipient to request Departmental Action for the underlying matter. See 310 CMR 10.05(7)(a)4. The project, located entirely on the campus of Smith College, includes the demolition of an existing building and parking lot and the construction of a new building, the Lazarus-Wurtele Center, and associated site and utility improvements, including stormwater management. AFFIDAVIT OF SERVICE Under the Massachusetts Wetlands Protection Act And the Northampton Wetlands Ordinance (To be submitted to the Massachusetts Department of Environmental Protection and the Conservation Commission when filing a Notice of Intent) I, __________________________________________________________________, Name of person making affidavit hereby certify under the pains and penalties of perjury that on ___________________ date I gave notification to abutters in compliance with the second paragraph of Massachusetts General Laws Chapter 131, Section 40, and the DEP Guide to Abutter Notification dated April 8, 1994, in connection with the following matter: A Notice of Intent was filed under the Massachusetts Wetlands Protection Act by ______________________________________ with the Name of Applicant Northampton Conservation Commission on _________________________ for property date located at __________________________________________________________ Address of land where work is proposed The form of the notification and a list of the abutters to whom it was given and their addresses, are attached to this Affidavit of Service. ______________________________________________________________________ Applicant Signature Date 16 FIGURES Figure 1: USGS Locus Map Figure 2: Aerial Locus Map Figure 3: Natural Heritage and Endangered Species Program Map Figure 4: Wetlands Map Figure 5: FEMA Floodplain Map Figure 6: Assessors Maps .Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023USGS Locus Data Source: USGS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Scale: 1"=800' 0 800 1,600400 Feet Project Location Prospect Street Elm S t r e e tParadise RoadColl egeLaneRound Hill RoadC hapinDriveHenshawAvenue 79 ELM ST 109 ELM ST 90 ELM ST HENSHAWAVE 137 ELM ST COLLEGE LANE 10 HENSHAW AVE ELMST MILLRIVER ELM ST COLLEGELANE COLLEGELANE COLLEGE LANE ELMST 105 ELM ST COLLEGE LANE 16 PARADISE RD ELMST 18 HENSHAW AVE COLLEGELANE 123 ELM ST COLLEGE LANE ELM ST 112 ELM ST 156 ELM ST 115 ELM ST COLLEGE LANE 84 ELM ST 8 COLLEGE LANE 19 ROUND HILL RD 138 ELM ST 7 COLLEGE LANE 21 HENSHAW AVE 20 ROUND HILL RD 149 ELM ST ELM ST COLLEGE LANE . Scale: 1"=200' 0 200 400100 Feet Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023Aerial Locus Data Source: MassGIS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Massachusetts Parcels Project Site Prospect Street Elm S t r e e tParadise RoadColl egeLaneRound Hill RoadC hapinDriveHenshawAvenue . Scale: 1"=200' 0 200 400100 Feet Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023Natural Heritage and Endangered Species Program Data Source: MassGIS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Massachusetts Parcels Property Lines NHESP Areas NHESP Priority Habitats ofRare Species NHESP Estimated Habitats of Rare Wildlife Project Location Prospect Street Elm S t r e e tParadise RoadColl egeLaneRound Hill RoadC hapinDriveHenshawAvenue .Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023 Data Source: MassGIS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 MassDEP Wetlands Scale: 1"=200' 0 200 400100 Feet Massachusetts Parcels Property Lines MassDEP Wetlands Shoreline Open Water Project Location ElmStreet ProspectStreetWestStreetBedfordTerraceParadise RoadHarrisonAvenue RoundHillRoadCol l egeLaneBelmon tAvenueGreenStre e t Factory StreetNei lson Dr iveFranklinStreet Tyler Co u r t M and elle R o a d Seelye Driv e Arnold AvenueKensingtonAvenueTylerDriveSadieWilliamsWay ChapinDriv eCrescentStreet Barrett PlaceLangworthyRoad Henshaw Avenue.Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023FEMA Flood Hazard Data Source: MassGIS, MassEOEEA Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Scale: 1"=400' 0 400 800200 Feet Massachusetts Parcels Property Lines FEMA Q3 Flood Zones (where no NFHLdata exists) AE: 100-year Flooding, withBFE X500: 500-year Flooding Project Location 65100 100 25 104 6184 88 276.22 133.09 130 185 59 265.25 135 185.3 151 60 235 91.66 20 125 60 120 155 110.33 86.33 91.2 329 299 51 80 13.4 73.2 151.6 163.5 35.2 172 166.25 29 181 41.79 140 58 140 253.35233.1 67.6 112.6 65.89 277 59.5 97 272.2 190.2 193.72 126.35 185 170 110 112.25 305.2 116.1 304.2396.4 130 170 148.02 72 112.6 72 72 231.6 72 66.7 81.9 58 63 287.5 136 125.75 103 102.25 101.75 314 161 149 153.3 138 330 45 98 140 105 108.7 56.7 9 20 7 86.5 146.5 150 55 20 75 243 160 132.25 228 308.5 119.75165 168 82 329.5 11.16156 125 245.3 250.6 75 59.2 83 141.5 208 123 130.8 340 290 75 119.42 75 75 109.07 205 171.2 111.9 125.7 49.6 317 94.6 193.3 176.4 48.158 130 188.1 158.5 58.85 6158 100 60 139 247112 409.12 172.6 156.7 149.76 105.9741.62 60 110.85 120.4 77 77.75 60 60.5 129 147.1 100 103 235.6 196.9 279.5631563.33 125.99 100 100 85 100 123.9 100 60 102.85 23 14 140.2154.2 133.4 143.5173.15 95.67 28.1 205.6 119.3 118.67 143 124 159.8 99.7 45 104.8 36.9 223 65 121.8 153.5 82 169.2 245 60.84 144 80 5.8 139.7 115.8 50 103 56 43.42 44.56 31.35 19.42 110 77.6 43.6 49.3 52.36 1838.25 45.31 15.1 5053 110 34 144 21 55 4.9 333.3 56 51 50 79 100 126 142 73.7 12 190 15 88 40 60 100 78.3 97.01 99.2 60 56.3 62.33 85.9193.5 89.35 257.51 66 45.6 213.8 57.7535.2 62 187.01 70.71 91.31 33.08 49.21 264.05 190.53 42 109.73 45.56 34.2 81 131 192.2 115 150 50.35 130.8 79.8 103.33110 93 51 104.33 6.87 144 120 4435.8 113 16 103 141.2 121.6 33 53.5 48 39 77 110 42 166 90 63.7 118 156.8 101 101 109 119.4 100 19.1 113 132 61 100 48.75 100 50 77.7 100 90 68 177.5 110 121.5 140.2 121.3 92.592.5 52 42 115 43 29 110.4 195 34 32 55.5 132.8 164 132 65 79.7 150 99 363 350.4 333.3 49.5 180 46.5 52.1 160 160 160 45 292.2 312 292.2 60 58.8 87.5 44 48.4 192.06 126.92 150 192.7 4.35 363 350.4 100.3 52 50 69 66.7 88.55 303.6 93.59 170 127 27.54 51.13 116.75 85 16 134 55 50 95 113.5 45.15 82.17 86 120.5 144.48 33.8 43.1 67.6 137.698 177.3 100 98 45.6 33131.4 34.7 136.5 6042.8 99.5 35130 10475 167 108 75 150 170 174 117116 60.5 110.8 81.1 54 4475.4 118 53.145 91 56 170 65 120 49.9 12240.5 63.17 7 64.5 6754 121 120 71 71.5 118 120 118 6467.88 6065 51 15.44 177 65 5242.4 82.8 119 58 101.46 184.8 178.88 43.5 117 114 4565 48.6 39 3.14 67.422 45 45 50 50 272.22 58.5 114.00114.00 20.0014.00 59.342.5 48.332 108.8 46.5 63 197.2 65 50 50 160 181.5 182.7 48 11 50.00 70.00 109.47 43.40 50.00 70.00 84.89 79.89 45.78 9.58 202.87 96.86 32.84 8.749.769.76 109.02 31.61 6.74 30.02 238.22 30.02 238.22 272.33 64.50 65 88 72 44.7 110.1 142 75.5 308.37 138.00 105.64 55.66 180.96 105.64 55.66 180.96 111.80 82.20 27.70 166.31 56.55 166.95 166.95 124.69 62.05 166.31 62.05 124.69 28.58 38.48 185.24 129.60 29.08 38.48 185.24 110 100 91.6 61 42.5 5389.08 58.5 150 160 540 140 88 63 14381.9 95 144.45 110 100 55 50 76 125 83.4 173 108 211.91 57 140 140 60 80 61.75 250 165 79.4 80.2 28 125 188 81.1 73.9 110 90 92 99.25 145.4 70.65 93.4 82.1 94.2 89.6 92.7 130 87.98 75 80 15 90 72 72 72 115.1 90 90 72 110.3 50.8 80.3 87.4 23.4 80 123.4 170 92.4 100 257 76 390 70 68 100 77 115 65.4 92.6 78.3 94 94 335 152 82 135 200248 470 75 51.5 75 76.6 290 462 203.3 99.65 78 67.5 113.8 24.5 72 77.5 114.47 12 105 73.4 441.5 60 120 87 275 88.7 115 75 100.5 48.8 70 191.1 150 252120 59.5 99 67.5 82.3 67 96 100.23 60 60 100 113 100 108.2 85 169.7 70 77 81.85 45.7 46.5 87 46 56 88 61.4 169.8 51.4 51.5 124.0 29 88.9 91.3 208.352 107 44.3 120.7 206.4 155.51 67 75.0152145 85.8 53.5 81 53.3 50.0 125.3 8363.18 68.3 54 30 60.0 75.25 110.43 48.67 54.42 75.2953 30 62.6 64.75 62.1 77.5 128 353.76 56.25 67.5 62.4 59.65 58 103.4 51.09 115.00 206.4 88 78.65 50 260.64 50 38.5 88.4 52.2 59.7 64 66 73 73 80 19 114 114 116 56.5 100 79.86 105 217 58 54 70 15785.7 93 134 63.269.8 68.8 67.5 67.5 110 90 90 67.2 90.4 75 64.4 3972.6532 65 42.6 52 91.45 41 42 8383 67 69.5 81 78 65 50 80.5 89 184.4 64 82.9 82.9 65 49.5 50.5 60 55.45 52.2 60 78.75 58 60 105.7 80 63 64 69 6845 90 100 101.35 81.5 57.58 98.3 62 65 223.75 455.5 170 693 465 69 76 100 170 80508 80 200.6 90 59.5 93.6 62.5 50 7096.5 150 72 140 54 75 7074 105.2 82.2 63 63.2 101 66 66.379.3 66.3 65 88 60 75 60 91.1650.8 122.5 122 125 96 75 131 65 70.7 56.1 82.1 67 124 112 54 9142 117 59 174 100 68 51 68.5 70 81 55 68 71 100 71.571 6568 93.6 66 66 44 65.4 118 45.5 70.33 118 45 119.5 78 70 58 58 90.5 102.5 67 21.32114.35 69 88 64 45 39 5671.8 58 53 80 65 70 45 196 70 66 246.58 29.07 50 95 95 95 509585.5 50 69 50 62 18 98 57.00 60.00 60 72.85 4544.00 110 60 71.5 44.31 44.31 75.20 7.3844.00 60.17 110.00 26.55 81.34 60.43 68.65 69.14 62.50 245.0549.97 134.31 64.75 38.76 86.98 56.19 61.81 38 10 15.03 66 89 46.5 61.05 50 106.4 195 50 114.6 47.4 189.96 125 90 120 118 90 127 78.4113 75 75 75 95.5 13079 80 24.8 85 119.5 110 58.5 75 158.84 139.3 135.1 100 72 80 60 70 51.9 86.9 118 102 62 70 139 45 64 76.5 98.07 55.0 66.0 44 60.0 112 55.65 266.4 60 67.98 100.0 70.0 83.6 51.4 123.3 51 50 48.2 50 56.8 142 115.7 91.5 100 67 65 82 34 64.5 85.75 86.9 130 55.5 39 104.8 63 60 211.1 71.5 100 100 62 87.5 112 58 58 60 54 60 93 65 51 55 49 57 60 30.57 210 98 367 10 100 55.0 80.0 173.0 138.65 60 30 45 211.32 91 45 23.28 44 50 98 75 53.01 52 15 77 61.67 53.7 86 93.5 90 90 70.6 91 112.42 105 71.81 80 80 67.5 48 118.93 57 72.5 99.1 105 111.5 110 92.8 50 76.7 95 48.83 125 100 80 87.09 68.2 59.3 90 80 93.25 86.3 67 70.5 83.1 83.6 107.9 103 65 64 57.5 98.7 55.1 95.3 90 70 70 7070 100 67 92 79.8 83.47 77.46 169.37 15.69 312.90 173.35 25.2217.84 59.3332.893.7329.464.0039.53 62.8 18.69 110.31 50.0033.86 50.7747.31 38.20 165.77 23.41 115.19 16.9216.5726.0726.07 16.57 73.67 52.57 86.6450.00 93.64 64.79 45.33 82.00 68.72 68.72 192.7 90.11 28.3517.82 32.35 15.7326.51 34.42 112.30 27.62 30.50 7.95 114.72 51.09 66.29 68.36 54.71 11.14 93.88 153.22 69.82 116.18 112.11 62.80 3.00 59.30 140.62 140 6 53 37.5 54.81 58.64 6.229.8426.55 43.40 78.56 62.17 20.5162.1778.56 71.62 75.37 3.7540.502.253.443.44 42.49 32.82 42.49 47 73 99 20 3.89 Zoning: CBc Zoning: CBg Zoning: CBs Zoning: FFR Zoning: SC Zoning: URA Zoning: URA Zoning: URB Zoning: URB Zoning: URC Zoning: URC W ALNUTSTunknown CENTER ST BARRETT PL ELM ST-RT 9 BANCROFTRD PARADISE RDUNKNOWNUNKNOWNHILLSIDERDN O R T H S T CENTER CTPARK AVETRUMBULL RDPROSPECTST MASONIC STUNKNOWN BRIGHT AVEIRWIN PLBED FO R DTER R MARKE T ST unknownKIN G S T & RTE 5 CRESCENT ST TRU M B U L L R D u n k n o w nCOLLEGELN A L L E N PLST AT E STALDRICH STTYLERCT BRIGHT ST M Y RT L E S T EDW ARDS SQSUM M ER S T LANGWORTHYRD GOTHICSTHENSHAWAVEROUNDHILLRD24D-086 24D-08724D-16124D-16224D-16324D-16424D-16524D-16624D-167 24D-17424D-18124D-18224D-24624D-305 24D-312 24D-330 24D-173 25C-214 25C-215 31A-052 31A-053 31A-054 31A-055 31A-056 31A-057 31A-058 31A-059 31A-060 31A-063 31A-064 31A-065 31A-066 31A-051 31B-001 31B-002 31B-003 31B-007 31B-008 31B-009 31B-010 31B-011 31B-012 31B-013 31B-014 31B-015 31B-016 31B-017 31B-018 31B-019 31B-020 31B-021 31B-022 31B-023 31B-024 31B-025 31B-026 31B-027 31B-028 31B-029 31B-030 31B-031 31B-032 31B-033 31B-034 31B-035 31B-036 31B-037 31B-038 31B-039 31B-04031B-041 31B-042 31B-043 31B-044 31B-045 31B-046 31B-047 31B-049 31B-050 31B-051 31B-052 31B-066 31B-067 31B-068 31B-069 31B-070 31B-071 31B-072 31B-073 31B-074 31B-075 31B-076 31B-077 31B-078 31B-079 31B-080 31B-081 31B-082 31B-083 31B-084 31B-085 31B-086 31B-087 31B-088 31B-089 31B-090 31B-091 31B-092 31B-093 31B-094 31B-095 31B-096 31B-097 31B-098 31B-099 31B-100 31B-101 31B-102 31B-103 31B-104 31B-105 31B-106 31B-107 31B-108 31B-109 31B-110 31B-111 31B-11231B-113 31B-114 31B-117 31B-118 31B-120 31B-121 31B-12231B-123 31B-126 31B-127 31B-128 31B-129 31B-130 31B-131 31B-132 31B-133 31B-134 31B-135 31B-136 31B-137 31B-138 31B-139 31B-140 31B-141 31B-142 31B-143 31B-144 31B-145 31B-146 31B-148 31B-149 31B-150 31B-152 31B-153 31B-154 31B-155 31B-156 31B-157 31B-158 31B-159 31B-163 31B-164 31B-165 31B-166 31B-167 31B-169 31B-170 31B-174 31B-176 31B-180 31B-181 31B-182 31B-183 31B-184 31B-185 31B-186 31B-187 31B-188 31B-189 31B-190 31B-191 31B-192 31B-193 31B-194 31B-195 31B-196 31B-197 31B-198 31B-199 31B-200 31B-201 31B-202 31B-203 31B-204 31B-205 31B-206 31B-207 31B-20831B-209 31B-210 31B-211 31B-212 31B-213 31B-214 31B-216 31B-21731B-218 31B-219 31B-221 31B-222 31B-223 31B-224 31B-225 31B-226 31B-227 31B-228 31B-229 31B-231 31B-23231B-233 31B-235 31B-236 31B-237 31B-239 31B-240 31B-241 31B-242 31B-243 31B-244 31B-245 31B-246 31B-247 31B-248 31B-249 31B-250 31B-251 31B-252 31B-253 31B-254 31B-255 31B-256 31B-257 31B-258 31B-259 31B-260 31B-262 31B-263 31B-264 31B-265 31B-266 31B-267 31B-26831B-269 31B-271 31B-272 31B-273 31B-276 31B-282 31B-283 31B-284 31B-286 31B-288 31B-294 31B-295 31B-296 31B-297 31B-302 31B-303 31B-304 31B-305 31B-307 31B-308 31B-309 31B-310 31B-311 31B-313 31B-316 31B-317 31D-002 31D-101 31D-102 31D-104 31D-126 31D-14831D-149 31B-063 31B-115 31B-119 31B-147 31B-151 31B-215 31B-230 31B-234 31B-261 31B-270 31B-285 31B-314 31B-315 31D-241 32A-001 32A-002 32A-113 32A-114 32A-115 32A-116 32A-117 32A-118 32A-119 32A-120 32A-122 32A-123 32A-126 32A-134 32A-140 32A-255 32A-121 32A-124 31B-064 31B-006 31B-168 31B-005 31B-312 31B-172 31B-173 31B-178 31B-179 31B-298 31B-12531B-124 31B-171 31B-177 31B-175 31B-299 31B-277 31B-278 31B-279 31B-280 31B-28131B-301 31D-105 31D-107 31D-123 31D-12531D-124 32A-263 31A-324 31B-290 31B-291 31B-292 31B-293 31D-240 31B-289 31D-001 31A-061 31A-062 31B-004 31B-053 31B-055 31B-056 31B-057 31B-058 31B-060 31B-161 31B-162 31B-059 31B-160 31B-061 31B-054 31B-318 31B-287 31D-261 31A-067 31D-999 Map SheetNorthampton Zoning Map 31B 13 08 03 51 52 3534 27 28 36 49 37 29 20 26 50 14 48 21 53 40 02 09 06 07 19 04 05 01 33 45 46 4742434441 39 12 15 11 18 22 32 25 10 11A 11C 38A 31A 24A 16A 22B 30A 10B 17A 39A 23B 16B 30B 15B 23A 32A 17B 25A 38B 24B 38C 31C 24C 18C 30D30C 17D 12C 23C22D 38D 31D 24D 32C 23D 18D16D16C 10D 17C 25C31B property line dimension lot numbermap number 99C-999 488.32 135 291.08 150.79 107.6 84.32 89.97 71.2 66 376.17 89.98 68 68 75 136.18 227.53 "A" Street"B" Streetwww.NorthamptonMA.gov e-mail: CityGIS@NorthamptonMA.gov 0 10050Meters 0 100 200 300 400 50050Feet Assessor lines revision date: 01 January 2023 Projection: Massachusetts State Plane (NAD83)These maps are not intended for use in conveyances and they contain errors and discrepancies. Individuals requiring an authoritative property boundary or other location must retain the services of a professional land surveyor.E 80 65 35 180 130 154 68.67 202 266.6 20 66 191 105.6 220 40 46 52 125 125 51.2 22 63 150 70 200 130 95.15 206 41 80.75 86.5 132.8 2625 52.75 82 15.66 105.8 60 93.9 95 132 236 99 40 84 105 138 120 320 180 150 13050 285 112 115 155 110 150 115 715 228 249 950 965 249 240 240 800 910 60 55.1 164.92 149.9 149.9 142.63 8.9 16.33 56 155.67 82.27 39.6 45 58.5 29.7 73.8 150.3 150.3 56.1 153.5 75 115 55 50 52 25 50 113 147 120 115 6 82 44 19.2 119 15 100 44199.9 59 90 52 52.35 40 30.52570 50 60 29.33 130 200 241 20 235 55 71.8 152.2 114.8 90 200 165 198.2 235 200 50 80 20 19 187.5 44.46 100 45 35 35 50 68 265 175 185 340 125 230 330 50.1 50.1 60.1 165.45 75.6 50.1 73 48 201.1 189 74.6 94.4 69.65 15.00 89 37.4515.00 138.5 184.47 46 102.25 140.3 75.08 27.88 46 95.3 46 93.3 140 46 46 140 23.59 79.8 100.6 50 75.38 200.6 75 83.2 13093.5 66 130 165 51.1 13.75 180 312 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100 7088.1 95 67 66.55 83 90 105.5 17.02 105.4 82 66 82.02 95.05 51 54.5 75 95.6 75 67 48 30 55 73 30 55 80 60 113.08 50 102.5 50 74 52.75 47.9 60 70 59 80 59 59 49.5 72 61 24.30 65 270 45 150 77.5 60 256 120 60 115 120 80 100.5 55 93.7 104 80 92 82.5 84.3 158.36 100.1 96.88 78 94.4 62.1 40.4 26.8 38 79.6 49 78.2566.2 30 223 44 15 112.9 92 85 8887 59.87 80 71 60 85 98.5 90 48.5 49 98 64.7 25.5 65.9 137.5 160 70 90 105 70 215 53 540 300 112.8 175 68.5 50 50 79 50 50 72 51.8 50 60 63.1 65.2 50 47 59.25 52 64.24 43 68.77 65.60 100.75 50 95 113 79.15 73.4 105 115 96.4 50 50 90 75 328.06 90 66 82.8 25.05 109.93 65 1565 169.5 120.4 89.5 91 72 54.5 80 270 240 58 130 56.73 50 119.87 44.58 177.45 6067.65 182.17 134.53 45 50.02 46.0 53.0 53.2 43.08135.0 22 59.8 33 81.5 81 385 68.3 66.50 170.90 70.0 22.6 109.87 70 27.2 20 50.58 46.00 65.00 54.9 110 92 47 47 33 58.5 42 82 33 46 61.4 49.56 49.81 26.8 21 51.4 51.5 27.36 21.6 127.0 72 34.9 83.06 17.9 50.92 70.36 80.075.9 41.0 25.5 21.629.15 61 55 22.1 60 30.9 35.0 60 60.97 63.96 20.7 25.5 27.75 30.17 26.6 86.27 88.9 91.3 88.36 52.32 30.0 50.0 33.18 36.4 27 37.62 22 208.352 22 50.0 52 98.6 185 50 24 70 23.75 150 45 79 54.97 78.078.0 132.3215 5.008.9630.3210.015.46 79.6 73 55.5 51 100 140.38 152.3 75 231.5 100.4 100 103.7 122.75 75 102.6 139.88 65 220 485.2 20 90 220.5 220 50 85 68 105 95 119.87 208.44 860 8 110.95 73.33 109.25 502 94 50 432 164.8 99.90 81.50 80.00 65.00 79.00159.22 106.70 85.00 88.35 74.59 97.29 98.5 66.5132.63 108.00 112.6 17.83 79.00 88.35 134.99 104.08 75.01 75.00 47.16 86.97 74.80 74.80 6.05 114.43 50 18.8 27.52 13.2 17.7 487.8 19.22 40 82 40 200 360 50 50 60 66 67.50 158 75 75 65 5050 66.5 70 59.07 35.8 35.75 55 72 131.2 122.1 79.5 50.5 50 34.6535.27 55.0 23.50 55.0 217.7 21.5 45.5 86.0 113.23 55.0 67.65 118.3 58.16 80 66 80 54 80 58.5 140 119.98 187 270 88.7 106.5 106.92 52 59 75.35 126.4 180 75.9 70 94 80 52.9 107.25 80 88 65 90 77.75 91.58 100 86.8 51 65.77 127.55 83 33.52 47.6 80 102 65 57.75 105 45.93 80 80 52 86 90 86.1 90 81.75 326 25.64 83.44 105.03 145.8725.19 83.76 51.01 42.42 46.83 42.42 212 138 211 109 142 39.92 59.49 161.98 13.5035.93 30.00 48.74 34.84 102.04 13.0134.87 21.8121.81 28.7328.73 82.38 7.30 7.30 48.70 48.70 97.55 42.5642.25 5.60 47.76 4.02 50.6 6.38 36.91 22 25.97 70.43 70.00 32.65 120.00 66.57 51.58 12.06 75.46 35.25 10.72141.08 35.94 7.517.51 14.1014.10 80.32 80.32 20.0620.0696.72 30.62 210.18210.18 22.00 71.09 26.60 58.33 59.5933.31 9.0013.5111.71 144.09 41.84 33.5247.40 42.18 32.51 51.34 56.61 56.47 37.4037.405.15 242.30 242.30 143.18 38.00 69.29 82.00 47.60 104.74 24.00 35.71 34.00 75.25 68.7268.72 75.25 35.71 34.00 160 48 98 146 48.47 48.44 51.33 16.2020.44 20.78 43.00 46.00 51.95 3.28 130.22 24.25 94.78 5.00126.2317.26 37.0725.9740.8437.8415.44 62.96 21.7369.2833.24126.28 139.69 296.32296.32 64.2464.7 40.18 66.13 66.1340.28 30.05 29.13 29.13 151.86 3.04 3.0414.82 28.35 18.10 41.5949.0333.69 38.29 44.87 52.53 49.03 38.29 44.87 52.53 CBc CBs CBs FFR FFR FFR 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31D-078 31D-079 31D-080 31D-081 31D-082 31D-083 31D-084 31D-085 31D-086 31D-087 31D-088 31D-089 31D-090 31D-091 31D-092 31D-093 31D-095 31D-096 31D-097 31D-098 31D-101 31D-102 31D-103 31D-104 31D-108 31D-110 31D-111 31D-112 31D-11331D-11431D-11531D-11631D-117 31D-11831D-119 31D-126 31D-127 31D-131 31D-132 31D-135 31D-13731D-138 31D-140 31D-141 31D-142 31D-143 31D-145 31D-148 31D-149 31D-099 31D-120 31D-130 31D-134 31D-136 31D-139 31D-144 31D-146 31D-147 31D-155 31D-156 31D-159 31D-160 31D-161 31D-170 31D-171 31D-172 31D-173 31D-174 31D-175 31D-176 31D-177 31D-178 31D-17931D-18131D-182 31D-183 31D-184 31D-186 31D-188 31D-189 31D-190 31D-191 31D-192 31D-193 31D-194 31D-195 31D-196 31D-197 31D-198 31D-199 31D-200 31D-20131D-202 31D-203 31D-204 31D-205 31D-206 31D-207 31D-208 31D-209 31D-231 31D-232 31D-233 31D-238 31D-239 31D-241 31D-242 31D-243 31D-244 31D-245 31D-247 31D-248 31D-253 31D-255 32A-140 32C-003 32C-004 32C-005 32C-007 32C-027 31D-180 31D-185 31D-187 31D-250 32C-118 32C-121 38A-085 38B-009 38B-018 38B-019 38B-020 31B-277 31B-280 31B-28131B-301 31D-105 31D-109 31D-121 31D-107 31D-258 31D-122 31D-252 31D-123 31D-12531D-124 31D-249 31D-210 31D-211 31D-212 31D-213 31D-217 31D-218 31D-219 31D-220 31D-229 31D-230 31D-254 31D-214 31D-215 31D-216 38B-035 38B-035 39A-075 31D-164 31D-165 31D-259 31D-168 31D-222 31D-223 31D-251 31D-166 31D-221 31D-228 31D-260 31D-227 32C-122 32C-123 31A-257 31A-324 31C-015 31D-009 31D-240 31D-001 31D-010 31D-150 31D-152 31D-154 31D-162 31D-225 31D-237 32C-001 32C-075 32C-076 32C-077 32C-345 31D-163 31D-224 31D-226 31D-169 31D-167 31D-246 32C-026 32C-024 31D-151 32C-067 31D-236 32C-078 32C-119 32C-120 31D-235 31D-234 31D-153 31D-157 31B-287 31D-261 31D-008 31D-011 31D-020 31D-999 31D-262 Map SheetNorthampton Zoning Map 31D 13 08 03 51 52 3534 27 28 36 49 37 29 20 26 50 14 48 21 53 40 02 09 06 07 19 04 05 01 33 45 46 4742434441 39 12 15 11 18 22 32 25 10 11A 11C 38A 31A 24A 16A 22B 30A 10B 39A 23B 16B 30B 15B 23A 31B 32A 17A 17B 25A 38B 24B 38C 31C 24C 18C 30D30C 17D 12C 23C22D 23D 38D 24D 32C 16D16C 10D 17C 25C 18D 31D property line dimension lot numbermap number 99C-999 488.32 135 291.08 150.79 107.6 84.32 89.97 71.2 66 376.17 89.98 68 68 75 136.18 227.53 "A" Street"B" Streetwww.NorthamptonMA.gov e-mail: CityGIS@NorthamptonMA.gov 0 10050Meters 0 100 200 300 400 50050Feet Assessor lines revision date: 01 January 2023 Projection: Massachusetts State Plane (NAD83)These maps are not intended for use in conveyances and they contain errors and discrepancies. Individuals requiring an authoritative property boundary or other location must retain the services of a professional land surveyor.E November 1, 2023 Stormwater Report Smith College Lazarus-Wurtele Center College Lane Northampton MA 01063 Prepared for: TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 01001 Prepared by: Nitsch Engineering 2 Center Plaza, Suite 430 Boston, MA 02108 Nitsch Project #15150 Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 i TABLE OF CONTENTS SECTION 1 Introduction ........................................................................................................................................................ 1 SECTION 2 Existing Conditions .............................................................................................................................................. 2 Existing Drainage Infrastructure ...................................................................................................................................................... 2 Natural Resources Conservation Services (NRCS) Soil Designations ................................................................................................ 2 Onsite Soil Investigations ................................................................................................................................................................. 2 Wetland Resource Areas .................................................................................................................................................................. 2 Total Maximum Daily Load (TMDL) ................................................................................................................................................. 2 SECTION 3 Proposed Conditions ........................................................................................................................................... 3 Project Description ........................................................................................................................................................................... 3 Stormwater Management System ................................................................................................................................................... 3 Stormwater Management During Construction .............................................................................................................................. 4 SECTION 4 Stormwater Management Analysis ..................................................................................................................... 5 Methodology .................................................................................................................................................................................... 5 HydroCAD Version 10.10 .................................................................................................................................................................. 5 Existing Hydrologic Conditions ......................................................................................................................................................... 6 Proposed Hydrologic Conditions ...................................................................................................................................................... 6 Peak Flow Rates ............................................................................................................................................................................... 6 SECTION 5 City of Northampton Stormwater Regulations .................................................................................................... 7 LID Design Strategies ....................................................................................................................................................................... 7 Annual Load Reduction of Phosphorus (50%) and TSS (80%) ........................................................................................................... 7 Annual Load Reduction of Nitrogen ................................................................................................................................................. 7 SECTION 6 MassDEP Stormwater Management Standards ................................................................................................... 8 Standard 1: No New Untreated Discharges ..................................................................................................................................... 8 Standard 2: Peak Rate Attenuation ................................................................................................................................................. 8 Standard 3: Groundwater Recharge ................................................................................................................................................ 8 Standard 4: Water Quality Treatment ............................................................................................................................................. 8 Standard 5: Land Uses with Higher Potential Pollutant Loads ......................................................................................................... 9 Standard 6: Critical Areas ................................................................................................................................................................ 9 Standard 7: Redevelopments ........................................................................................................................................................... 9 Standard 8: Construction Period Pollution Prevention and Sedimentation Control ......................................................................... 9 Standard 9: Operation and Maintenance Plan ................................................................................................................................ 9 Standard 10: Prohibition of Illicit Discharges ................................................................................................................................. 10 ii SECTION 7 Closed Drainage System Design ........................................................................................................................ 10 SECTION 8 Conclusion ........................................................................................................................................................ 10 FIGURES ..................................................................................................................................................................................... 11 DR-1 Existing Watershed Areas ..................................................................................................................................................... 11 DR-2 Proposed Watershed Areas ................................................................................................................................................... 11 Figure 1 - USGS Aerial Map ............................................................................................................................................................ 11 Figure 2 - USGS Locus Map ............................................................................................................................................................ 11 Figure 3 - NHESP Map .................................................................................................................................................................... 11 Figure 4 - Wetlands Map ............................................................................................................................................................... 11 Figure 5 - FEMA Flood Map ............................................................................................................................................................ 11 APPENDIX A ............................................................................................................................................................................... 12 Stormwater Management Standards Documentation .................................................................................................................. 12 APPENDIX B ............................................................................................................................................................................... 13 Existing Conditions – HydroCAD Calculations ................................................................................................................................ 13 APPENDIX C ............................................................................................................................................................................... 14 Proposed Conditions – HydroCAD Calculations .............................................................................................................................. 14 APPENDIX D ............................................................................................................................................................................... 15 Closed Drainage System Design ..................................................................................................................................................... 15 APPENDIX E ............................................................................................................................................................................... 16 Long-Term Pollution Prevention and Stormwater Operation and Maintenance Plan ................................................................... 16 APPENDIX F ............................................................................................................................................................................... 17 Draft Stormwater Pollution Prevention Plan (SWPPP) ................................................................................................................... 17 APPENDIX G ............................................................................................................................................................................... 18 Soil Investigations .......................................................................................................................................................................... 18 APPENDIX H ............................................................................................................................................................................... 19 Phosphorus, Nitrogen, and TSS Removal Calculations ................................................................................................................... 19 Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 1 SECTION 1 Introduction Nitsch Engineering has prepared this Stormwater Report to support the Site Plan Review and Notice of Intent application to the City of Northampton for the new Smith College Lazarus-Wurtele Center located in Northampton, MA. The Project site is located at 8 College Lane in the Smith College Campus (subsequently referred to as the “Site”). The site improvements include the following: 1. Demolition of the existing 8 College Lane building; 2. Construction of a new Lazarus-Wurtele Center building; 3. Construction of pedestrian walkways and outdoor space; 4. Installation of new utilities to support the proposed building; and 5. Construction of a new stormwater management system. The proposed stormwater management system has been designed to comply with the requirements of the City of Northampton Rules and Regulations and the Massachusetts Department of Environmental Protection (DEP) Stormwater Management Standards. 2 SECTION 2 Existing Conditions The Site is located at 8 College Lane in Northampton, MA. The site is bound by Chapin Way to the northeast, College Lane to the west, and the Lyman Plant House and Conservatory to the south. The existing site contains the existing 8 College Lane building, a parking lot, and supporting site walkways. Existing Drainage Infrastructure Stormwater generated by the existing site is collected using a series of interconnected catch basins and is piped via a closed drainage system to a 12” drainage main in College Lane. The existing stormwater management system was constructed prior to the 2008 MassDEP Stormwater Management Standards, and the Site provides minimal peak flow attenuation, water quality treatment, and groundwater recharge. Natural Resources Conservation Services (NRCS) Soil Designations There is no data available for the site on the NRCS website. Please refer to the Onsite Soil Sections below for more information. Onsite Soil Investigations Haley and Aldrich performed 6 borings from May 15, 2023 to June 9, 2023. These borings were located around the proposed building and in the existing parking lot footprint. Results of these borings indicate soils with poor infiltrating capacity due to the presence of silt and clay layers. Additionally, borings indicate a perched groundwater table. Haley and Aldrich recommended the design groundwater level to be located at elevation 183. These boring logs are provided in Appendix G. Wetland Resource Areas The site is in proximity to Paradise Pond, which is part of the Mill River. Paradise Pond is located to the southwest of the site and has a 200-foot jurisdictional Riverfront Area under the Massachusetts Wetlands Protection Act. Refer to the Wetlands Delineation Report (Attachment C in the NOI) for more information. Total Maximum Daily Load (TMDL) The Site ultimately discharges into Paradise Pond, which is part of the Mill River. This portion of the Mill River is classified as a Category 5 water by the Massachusetts Integrated List of Waters, with an impairment of E. Coli. The Site is located within the Connecticut River Basin Watershed and will potentially be subject to a Draft Pathogen Total Maximum Daily Load (TMDL) if it is finalized by MassDEP. The Project has been designed to minimize stormwater discharge and associated pathogen pollutants through extensive filtration practices to meet the intent of the TMDL. Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 3 SECTION 3 Proposed Conditions Project Description The proposed Project includes the construction of the new Lazarus-Wurtele Center and the supporting site. The proposed site improvements include the following: 1. Demolition of the existing building; 2. Construction of a new building; 3. Construction of new accessible and pedestrian walkways; 4. Installation of new utilities to support the proposed building; and 5. Construction of a new stormwater management system. The Project is considered a redevelopment and is anticipated to decrease the overall impervious area for the Site by 851 square feet (0.02 acres). There is approximately 860 square feet of permeable pavers and 1000 square feet of green roof area provided in the proposed design. Refer to Table 1 for a comparison of the existing and proposed land use for the Site. Table 1. Proposed land use for the Site (in acres) Land Use Existing Site (acres) Proposed Site (acres) Change Buildings 0.02 0.11 + 0.09 Green Roof 0.00 0.02 + 0.02 Site Pavement 0.32 0.22 - 0.10 Permeable Pavers 0.00 0.02 + 0.02 Landscaped Areas 0.61 0.58 - 0.03 Total 0.95 0.95 --- Stormwater Management System The Site will include the installation of a stormwater management system that is being designed to meet the MassDEP Stormwater Management Standards and the City of Northampton Regulations. As a redevelopment, the Project is required to meet the Stormwater Management Standards to the maximum extent practicable as described in Section 5. The Project has been designed using environmentally-sensitive site design and LID techniques. This design prevents the generation of stormwater and non-point source pollution by reducing impervious surfaces with porous pavers, disconnecting flow paths, treating stormwater at its source, and protecting natural processes. Stormwater systems have been designed to model natural hydrologic features. The proposed stormwater management system for the Project will include permeable pavers, proprietary treatment structures, landscape filters, grassed swales, a green roof, and lined bioretention basins. All stormwater generated by the Site makes its way southwest across the site either piped or overland. Overflow from the proposed BMPs will be discharged to the existing drainage main in College Lane. Permeable Pavers and Grass Pave Three (3) permeable pavers systems totaling approximately 860 square feet, are proposed as part of this project. Additionally, there are two (2) areas with Grass Pave surface, totaling approximately 480 square feet. These 4 areas are pedestrian only, and therefore will not be subject to significant pollutant loadings. Due to the perched groundwater table and the clay/silt layers, these systems are lined and will not provide infiltration and are intended for water quality and rate reduction only. The permeable pavers will replace traditional impervious walkway area and allow runoff to be treated within the pavement section. Because of poor soils on the site and groundwater, these areas will be lined and will not be infiltrating. The filter course and reservoir course were sized according to the University of New Hampshire Design Specifications for Porous Asphalt Pavement and Infiltration Beds. Bioretention Basins Eleven (11) bioretention basins are proposed to treat stormwater runoff generated by the landscaped site and site walkways. The bioretention basin includes a minimum 24-inch media filter to provide TSS and nutrient pollutant removal. Due to the perched groundwater table and the clay/silt layers, these systems are lined and will not provide infiltration and are intended for water quality and rate reduction only. These areas are pedestrian only, and therefore will not be subject to significant pollutant loadings. Water Quality Structures Five (5) silt prison inlet structures are proposed on Chapin Way and College Lane in place of the existing catch basin structures. The first inlet is located to the north of the 8 College Lane building. This catch basin was adjacent to the limit of work, but in the existing condition it discharges to the sewer, so this area was ultimately included in the limit of work in order remediate this condition and connect it to site drainage. Of the other four, three are located adjacent to the raised table in College Lane at the southwest corner of the site, and the last is in Chapin Way across from the Wesley House. These existing catch basin structures will be retrofitted with the silt prison insert and will provide additional Total Phosphorus and TSS removal for the site. Green Roof 1000 square feet of green roof is proposed on the building. Green roof provides peak rate attenuation by plant uptake and evapotranspiration. The Green roof will consist of a minimum of a 4-inch-thick drainage layer that will store collected rainfall for smaller storm events. The Green roof system will overflow to the building’s plumbing system and then to the underground landscape filter section prior to discharging to the drain main that passes through the project site. Bioretention Landscape Filters (Biofiltration) Bioretention landscape filters are proposed to treat stormwater runoff generated by the proposed surrounding pedestrian and landscaped areas. The bioretention landscape filters include a minimum 24-inch media filter to provide TSS and nutrient pollutant removal. Due to the perched groundwater table and the clay/silt layers, these systems are lined and will not provide infiltration and are intended for water quality and rate reduction only. Stormwater Management During Construction The Site Contractor will be responsible for stormwater management of the active construction site and is required to adhere to the conditions of the 2017 Construction General Permit under the Environmental Protection Agency through the preparation and implementation of a Stormwater Pollution Prevention Plan (SWPPP). A draft SWPPP has been prepared in accordance with the MassDEP Stormwater Management Standards and the 2017 Construction General Permit (Appendix F). Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 5 SECTION 4 Stormwater Management Analysis Methodology Nitsch Engineering completed a hydrologic analysis of the existing project site utilizing Soil Conservation Service (SCS) Runoff Curve Number (CN) methodology. The SCS method calculates the rate at which the runoff reaches the design point considering several factors: the slope and flow lengths of the subcatchment area, the soil type of the subcatchment area, and the type of surface cover in the subcatchment area. HydroCAD Version 10.00 computer modeling software was used in conjunction with the SCS method to determine the peak runoff rates and runoff volumes for the 2-, 10-, 25-, and 100-year, 24-hour storm events. The proposed project site is being analyzed with the same methodology. The Site was divided into multiple drainage areas, or subcatchments, which drain to the design points along the property boundary and within the site. For each subcatchment area, SCS Runoff Curve Numbers (CNs) were selected by using the cover type and hydrologic soil group of each area. The peak runoff rates and runoff volumes for the 2-, 10-, 25- and 100-year 24-hour storm events were then determined by inputting the drainage areas, CNs, and time of concentration (Tc) paths into the HydroCAD model. The National Oceanic and Atmospheric Administration Atlas 14 precipitation frequency estimates were used to calculate the 2-, 10-, 25-, and 100- year 24-hour storm events in HydroCAD. Refer to the HydroCAD calculations in Appendix B and C for rainfall information. HydroCAD Version 10.10 The HydroCAD computer program uses SCS and TR-20 methods to model drainage systems. TR-20 (Technical Release 20) was developed by the Soil Conservation Service to estimate runoff and peak discharges in small watersheds. TR-20 is generally accepted by engineers and reviewing authorities as the standard method for estimating runoff and peak discharges. HydroCAD Version 10.10 uses up to four types of components to analyze the hydrology of a given site: subcatchments, reaches, basins, and links. Subcatchments are areas of land that produce surface runoff. The area, weighted CN, and Tc characterize each individual subcatchment area. Reaches are generally uniform streams, channels, or pipes that convey water from one point to another. A basin is any impoundment that fills with water from one or more sources and empties via an outlet structure. Links are used to introduce hydrographs into a project from another source or to provide a junction for more than one hydrograph within a project. The time span for the model was set for 0-72 hours in order to prevent truncation of the hydrograph. Modeling of Permeable Pavers Section The permeable paver systems were modeled according to methodology developed by the University of New Hampshire Stormwater Center (UNHSC). Under ideal conditions, porous pavers with a suitable base will rapidly infiltrate several inches of water, resulting in no runoff in the traditional sense. However, the HydroCAD model needs to evaluate the “runoff” that is penetrating through the porous pavers. This requires the use of a high CN (98) to capture most of the rainfall. Once intercepted by the porous asphalt surface, the water will take some time to travel through the base layers of the roadway, before ponding in the voids of the stone base. The UNHSC has studied this behavior and developed an extended Tc value to simulate the travel time through the base. Their research determined that a Tc of 790 minutes has produced good predictions of the final discharge from porous asphalt with a 41-inch base (measured above the underdrains). It is believed that a proportional Tc can be used for a smaller base thickness, as long as the layers remain proportional and are in accordance with the UNH specifications. 6 Existing Hydrologic Conditions As summarized in Section 2.1, Nitsch Engineering delineated the project site into on-site subcatchments (watershed) areas discharging to one (1) design point utilizing an existing conditions survey and on-site observations (See Figure DR-1). The design point (DP-1) is the existing closed drainage in College Lane. The HydroCAD model for existing conditions is provided in Appendix B and results from the HydroCAD calculations are summarized below in Table 3. Proposed Hydrologic Conditions The proposed project has been designed to mitigate the change in stormwater runoff at the design point as required by the DEP Stormwater Management Standards and the City of Northampton Rules and Regulations. The existing watershed areas were modified to reflect the proposed topography, storm drainage structures and BMPs, and roof areas. (See Figure DR-2). The HydroCAD model for proposed conditions is provided in Appendix C and results from the calculations are summarized in Table 2. Peak Flow Rates The proposed stormwater management system is expected to reduce the proposed peak runoff rates to at or below the existing rates. Table 2 below summarizes the existing and proposed hydrologic analyses for the site. Table 2. Peak Rates of Runoff in Cubic Feet per Second (cfs) Storm Event 2-year 10-year 25-year 100-year DP-1 Existing 2.01 3.79 4.91 6.62 Proposed 1.46 2.75 3.76 5.10 Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 7 SECTION 5 City of Northampton Stormwater Regulations The City of Northampton has additional design considerations required for stormwater as summarized below. LID Design Strategies The City’s Stormwater Management Rules and Regulations indicate that low impact design (LID) strategies must be implemented unless infeasible in order to reduce the discharge of stormwater from development sites. The project will include eleven (11) bioretention basins, green roof, landscape filters, and porous paver areas to treat and mitigate peak runoff rates. Bioretention basins were located where site programing allowed for them and were designed to be lined systems because there was not adequate separation from the bottom of the basin and groundwater. Annual Load Reduction of Phosphorus (50%) and TSS (80%) The Northampton Stormwater Management Rules and Regulations require redevelopments to meet the minimum requirements of the MS4 permit by including removal of 80% of the average annual load of Total Suspended Solids and 50% of the average annual load of Total Phosphorus. The proposed project is expected to reduce phosphorus loads in the post-construction condition by 66% and TSS loads by 80% by using a combination of bioretention basins, permeable pavers, landscape filters, deep- sump and hooded catch basins, and silt prison inlets. In addition, an Operations and Maintenance plan that calls for catch basin cleaning, sweeping of the vehicular impervious surfaces on-site, and litter removal will allow for additional phosphorus reductions. Refer to Appendix H for the Phosphorus and TSS Removal Calculations. Annual Load Reduction of Nitrogen In addition to the Phosphorus and TSS removal requirements as outlined above, the City of Northampton requires stormwater BMPs to be optimized for Nitrogen removal. The Massachusetts MS4 General Permit Appendix F Attachment 3 provides Nitrogen Load reduction values for various BMPs. Each of the BMPs used for phosphorus removal also provide Nitrogen Load reduction. Refer to Appendix H for the Nitrogen Removal Calculations. 8 SECTION 6 MassDEP Stormwater Management Standards The Project is considered a redevelopment under the DEP Stormwater Management System. As such, the project is required to meet Standards 2, 3, and the pretreatment and structural best management practice requirements of Standards 4,5, and 6 only to the maximum extent practicable. Existing stormwater discharges need to comply with Standard 1 only to the maximum extent practicable. The project will comply with all other Standards. The site will be designed to meet or meet to the maximum extent practicable the MassDEP Stormwater Management Standards as summarized below: Standard 1: No New Untreated Discharges The Project will not discharge any untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. Stormwater from the Site will be collected and treated in accordance with the MassDEP Stormwater Management Standards and stormwater outfalls will be stabilized to prevent erosion. Standard 2: Peak Rate Attenuation The proposed stormwater management system will be designed so that the post-development peak discharge rates do not exceed pre-development peak discharge rates. To prevent storm damage and downstream flooding, the proposed stormwater management practices will mitigate peak runoff rates for the 2-, 10-, 25- and 100-year, 24-hour storm events. Refer to Table 3 for a pre- and post- development peak runoff rate comparison. Standard 3: Groundwater Recharge The Site was designed using environmentally-sensitive site design, low impact development techniques, and stormwater BMP treatment trains. Because of poor soils, there is no proposed infiltration on the site, however, the design results in a net decrease in impervious area to the site, which promotes additional annual groundwater recharge on the site in comparison to the existing condition. The HydroCAD reports provided in Appendix C indicate that all proposed BMPs will drain within 72 hours for the 2-, 10-, 25-, and 100-year storm events, meeting the 72-hour MassDEP drawdown requirement. No infiltration is proposed on site. Standard 4: Water Quality Treatment The proposed stormwater management system will be designed to remove greater than 80% of the average annual post-construction load of Total Suspended Solids (TSS). Structural stormwater BMPs including a Silt Prison, bioretention basins, and porous pavers, are sized to capture the required water quality volume (1 inch over the project site) and remove a minimum of 80% of total suspended solids. Table 3. Proposed Treatment Train Summary Watershed Treatment Train PR1-PR11 Bioretention Basin  Discharge PR16 Silt Prison  Discharge PR13, PR12 Permeable Pavers  Discharge PR14 Permeable Pavers  Bioretention Basin  Discharge PR15 Green Roof  Biofiltration (Landscape filter)  Discharge Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 9 The Permeable paver sections were designed in accordance with the University of New Hampshire Design Specifications for Porous Asphalt Pavement and Infiltration Beds and include an 18-inch filter course of bank run gravel to provide water quality treatment prior to flowing into the reservoir course. TSS removal calculation spreadsheets are provided in Appendix H. Source control and pollution prevention measures, such as vacuum cleaning, street sweeping, proper snow management, and stabilization of eroded surfaces, are included in the Long-Term Pollution Prevention Plan and Operation and Maintenance Plan (Appendix E). Standard 5: Land Uses with Higher Potential Pollutant Loads The Project is not considered a LUHPPL and therefore, this standard is not applicable. Standard 6: Critical Areas The Mill River/Paradise Pond is identified as a Cold-Water Fisheries Habitat by the Massachusetts Division of Fisheries and Wildlife. BMPs complying with Standard 6 have been chosen to provide water quality, including bioretention basins, permeable pavers with a filter course, biofiltration (landscape filter), and green roof. Standard 7: Redevelopments The Project is considered a redevelopment under the MassDEP Stormwater Management Standards. Therefore, the project is required to meet Standard 2, Standard 3, and the pretreatment and structural stormwater BMP requirements of Standards 4, 5, and 6 to the maximum extent practicable. The projects should comply with all other requirements of the Stormwater Management Standards and improve existing conditions. The Project meets this standard. Standard 8: Construction Period Pollution Prevention and Sedimentation Control 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) will be developed and implemented during the Notice of Intent permitting process. Due to how close the project area is to one (1) acre, to be conservative, the Project will be submitting a Notice of Intent to the Environmental Protection Agency (EPA) for coverage under the National Pollution Discharge Elimination System (NPDES) Construction General Permit. As part of this application the Applicant is required to prepare a Stormwater Pollution Prevention Plan (SWPPP) and implement the measures in the SWPPP. The SWPPP, which is to be kept on site, includes erosion and sediment controls (stabilization practices and structural practices), temporary and permanent stormwater management measures, Contractor inspection schedules and reporting of all SWPPP features, materials management, waste disposal, off-site vehicle tracking, spill prevention and response, sanitation, and non-stormwater discharges. A draft SWPPP is provided in Appendix F. Standard 9: Operation and Maintenance Plan A post-construction operation and maintenance plan has been prepared and will be implemented to ensure that stormwater management systems function as designed. Source control and stormwater BMP operation requirements for the site are summarized in the Long-Term Pollution Prevention Plan and Operation and Maintenance Plan provided in Appendix E. 10 Standard 10: Prohibition of Illicit Discharges There will be no illicit discharges to the stormwater management system associated with the Project. An Illicit Discharge Compliance Statement is provided in Appendix A. SECTION 7 Closed Drainage System Design The proposed closed drainage system consists of area drains, deep sump and hooded catch basins, drainage manholes connected with corrugated polyethylene pipe. The closed drainage system was designed to convey the 25-year storm event using the Rational method, as required by the City of Northampton. Refer to Appendix D for more information. SECTION 8 Conclusion In conclusion, the Project’s stormwater management system will reduce or maintain peak runoff rates through the widespread use of filtration BMPs and improve the water quality of stormwater being discharged from the Site. Environmentally sensitive site design and low impact development techniques will be implemented throughout the Site. The Project is being designed to meet and exceed the MassDEP Stormwater Management Standards and the City of Northampton Rules and Regulations. Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 11 FIGURES DR-1 Existing Watershed Areas DR-2 Proposed Watershed Areas Figure 1 - USGS Aerial Map Figure 2 - USGS Locus Map Figure 3 - NHESP Map Figure 4 - Wetlands Map Figure 5 - FEMA Flood Map PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVENHOUSE CHAPIN HOUSE LYMANCONSERVATORY 8 COLLEGELANE ADMISSION'SOFFICE COLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th FloorNew York NY 10001212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALLCODES AND REGULATIONS HAVING JURISDICTION OVER THISSITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED ANDVERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BEREPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOTBE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THECOPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THEARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com120 Broadway 15th Floor New York, NY 10271-0016THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com120 Broadway, #1040 New York, NY 10271MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com2 Center Plaza, Suite 430, Boston, MA 02108NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LNNORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 EXISTING WATERSHED AREAS DR-1 DP-1 1"=50' PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVENHOUSE CHAPIN HOUSE LYMANCONSERVATORY 8 COLLEGELANE ADMISSION'SOFFICE COLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th FloorNew York NY 10001212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALLCODES AND REGULATIONS HAVING JURISDICTION OVER THISSITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED ANDVERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BEREPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOTBE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THECOPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THEARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com120 Broadway 15th Floor New York, NY 10271-0016THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com120 Broadway, #1040 New York, NY 10271MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com2 Center Plaza, Suite 430, Boston, MA 02108NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LNNORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 PROPOSED WATERSHED AREAS DR-2 DP-1 1"=50' Prospect Street Elm S t r e e tParadise RoadColl egeLaneRound Hill RoadC hapinDriveHenshawAvenue 79 ELM ST 109 ELM ST 90 ELM ST HENSHAWAVE 137 ELM ST COLLEGE LANE 10 HENSHAW AVE ELMST MILLRIVER ELM ST COLLEGELANE COLLEGELANE COLLEGE LANE ELMST 105 ELM ST COLLEGE LANE 16 PARADISE RD ELMST 18 HENSHAW AVE COLLEGELANE 123 ELM ST COLLEGE LANE ELM ST 112 ELM ST 156 ELM ST 115 ELM ST COLLEGE LANE 84 ELM ST 8 COLLEGE LANE 19 ROUND HILL RD 138 ELM ST 7 COLLEGE LANE 21 HENSHAW AVE 20 ROUND HILL RD 149 ELM ST ELM ST COLLEGE LANE . Scale: 1"=200' 0 200 400100 Feet Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023Aerial Locus Data Source: MassGIS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Massachusetts Parcels Project Site .Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023USGS Locus Data Source: USGS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Scale: 1"=800' 0 800 1,600400 Feet Project Location Prospect Street Elm S t r e e tParadise RoadColl egeLaneRound Hill RoadC hapinDriveHenshawAvenue . Scale: 1"=200' 0 200 400100 Feet Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023Natural Heritage and Endangered Species Program Data Source: MassGIS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Massachusetts Parcels Property Lines NHESP Areas NHESP Priority Habitats ofRare Species NHESP Estimated Habitats of Rare Wildlife Project Location Prospect Street Elm S t r e e tParadise RoadColl egeLaneRound Hill RoadC hapinDriveHenshawAvenue .Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023 Data Source: MassGIS Nitsch Project #15150 8 College Lane Northampton, MA, 01063 MassDEP Wetlands Scale: 1"=200' 0 200 400100 Feet Massachusetts Parcels Property Lines MassDEP Wetlands Shoreline Open Water Project Location ElmStreet ProspectStreetWestStreetBedfordTerraceParadise RoadHarrisonAvenue RoundHillRoadCol l egeLaneBelmon tAvenueGreenStre e t Factory StreetNei lson Dr iveFranklinStreet Tyler Co u r t M and elle R o a d Seelye Driv e Arnold AvenueKensingtonAvenueTylerDriveSadieWilliamsWay ChapinDriv eCrescentStreet Barrett PlaceLangworthyRoad Henshaw Avenue.Path: \\jnei.local\DFS\Projects\15000-16999\15150 SmithCollege\Civil\GIS\15150_date20231026_SmithCollege_NOI\15150_date20231026_SmithCollege_NOI.aprx10/26/2023FEMA Flood Hazard Data Source: MassGIS, MassEOEEA Nitsch Project #15150 8 College Lane Northampton, MA, 01063 Scale: 1"=400' 0 400 800200 Feet Massachusetts Parcels Property Lines FEMA Q3 Flood Zones (where no NFHLdata exists) AE: 100-year Flooding, withBFE X500: 500-year Flooding Project Location 12 APPENDIX A Stormwater Management Standards Documentation MassDEP Checklist for Stormwater Report Standard 10: Illicit Discharge Compliance Statement MassDEP SW Checklist [review and need signature] • 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. MassDEP SW Checklist [review and need signature] • 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 2023/01/01 NITSCH#15150 MassDEP SW Checklist [review and need signature] • 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): Permeable Pavers, Landscape filters 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. MassDEP SW Checklist [review and need signature] • 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. MassDEP SW Checklist [review and need signature] • 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. MassDEP SW Checklist [review and need signature] • 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. MassDEP SW Checklist [review and need signature] • 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. MassDEP SW Checklist [review and need signature] • 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. STANDARD 10: Illicit Discharge Compliance Statement Project Name: Smith College Lazarus Wurtele Center Nitsch Project #: 15150 Location: College Lane, Northampton MA Checked by: CMH Prepared by: SEK Sheet No. 1 of 1 Date: 10/29/2023 Standard 10 states: All illicit discharges to the stormwater management system are prohibited. This is to verify: 1. Based on the information available there are no known or suspected illicit discharges to the stormwater management system at the Lazarus Wurtele Center site as defined in the MassDEP Stormwater Handbook. 2. The design of the stormwater system includes no proposed illicit discharges. Coleman Horsley, PE Date 11/01/2023 NITSCH#15150 11/01/2023 Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 13 APPENDIX B Existing Conditions – HydroCAD Calculations EXEXExisting SiteDP-EXExisting SiteRouting Diagram for 15150_HydroCAD-10-25-2023Prepared by Nitsch Engineering, Printed 10/31/2023HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSubcatReachPondLink15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 2HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCRainfall Events Listing (selected events)Event# EventNameStorm Type Curve Mode Duration(hours)B/B Depth(inches)AMC1 2-YR NOAA 24-hr D Default 24.00 1 3.08 22 10-YR NOAA 24-hr D Default 24.00 1 4.94 23 25-YR NOAA 24-hr D Default 24.00 1 6.10 24 100-YR NOAA 24-hr D Default 24.00 1 7.89 2 15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 3HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCArea Listing (selected nodes)Area(sq-ft)CN Description(subcatchment-numbers)26,394 80 >75% Grass cover, Good, HSG D (EX)13,938 98 Impervious (EX)1,003 98 Roof (EX)41,335 87 TOTAL AREA15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 4HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSoil Listing (selected nodes)Area(sq-ft)SoilGroupSubcatchmentNumbers0 HSG A0 HSG B0 HSG C26,394 HSG D EX14,941 Other EX41,335 TOTAL AREA 15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 5HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCGround Covers (selected nodes)HSG-A(sq-ft)HSG-B(sq-ft)HSG-C(sq-ft)HSG-D(sq-ft)Other(sq-ft)Total(sq-ft)GroundCoverSubcatchmentNumbers0 0 0 26,394 0 26,394 >75% Grass cover, Good0 0 0 0 13,938 13,938 Impervious0 0 0 0 1,003 1,003 Roof0 0 0 26,394 14,941 41,335 TOTAL AREANOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 6HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=41,335 sf 36.15% Impervious Runoff Depth=1.81"Subcatchment EX: Existing Site Tc=6.0 min CN=87 Runoff=2.01 cfs 6,232 cf Inflow=2.01 cfs 6,232 cfReach DP-EX: Existing Site Outflow=2.01 cfs 6,232 cfTotal Runoff Area = 41,335 sf Runoff Volume = 6,232 cf Average Runoff Depth = 1.81"63.85% Pervious = 26,394 sf 36.15% Impervious = 14,941 sf NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 7HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment EX: Existing SiteRunoff = 2.01 cfs @ 12.13 hrs, Volume= 6,232 cf, Depth= 1.81" Routed to Reach DP-EX : Existing SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 13,938 98 Impervious* 1,003 98 Roof26,394 80 >75% Grass cover, Good, HSG D41,335 87 Weighted Average26,394 63.85% Pervious Area14,941 36.15% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment EX: Existing SiteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)210NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=41,335 sfRunoff Volume=6,232 cfRunoff Depth=1.81"Tc=6.0 minCN=872.01 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 8HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-EX: Existing Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,335 sf, 36.15% Impervious, Inflow Depth = 1.81" for 2-YR eventInflow = 2.01 cfs @ 12.13 hrs, Volume= 6,232 cfOutflow = 2.01 cfs @ 12.13 hrs, Volume= 6,232 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-EX: Existing SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)210Inflow Area=41,335 sf2.01 cfs2.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 9HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=41,335 sf 36.15% Impervious Runoff Depth=3.51"Subcatchment EX: Existing Site Tc=6.0 min CN=87 Runoff=3.79 cfs 12,093 cf Inflow=3.79 cfs 12,093 cfReach DP-EX: Existing Site Outflow=3.79 cfs 12,093 cfTotal Runoff Area = 41,335 sf Runoff Volume = 12,093 cf Average Runoff Depth = 3.51"63.85% Pervious = 26,394 sf 36.15% Impervious = 14,941 sfNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 10HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment EX: Existing SiteRunoff = 3.79 cfs @ 12.13 hrs, Volume= 12,093 cf, Depth= 3.51" Routed to Reach DP-EX : Existing SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 13,938 98 Impervious* 1,003 98 Roof26,394 80 >75% Grass cover, Good, HSG D41,335 87 Weighted Average26,394 63.85% Pervious Area14,941 36.15% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment EX: Existing SiteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)43210NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=41,335 sfRunoff Volume=12,093 cfRunoff Depth=3.51"Tc=6.0 minCN=873.79 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 11HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-EX: Existing Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,335 sf, 36.15% Impervious, Inflow Depth = 3.51" for 10-YR eventInflow = 3.79 cfs @ 12.13 hrs, Volume= 12,093 cfOutflow = 3.79 cfs @ 12.13 hrs, Volume= 12,093 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-EX: Existing SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)43210Inflow Area=41,335 sf3.79 cfs3.79 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 12HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=41,335 sf 36.15% Impervious Runoff Depth=4.61"Subcatchment EX: Existing Site Tc=6.0 min CN=87 Runoff=4.91 cfs 15,890 cf Inflow=4.91 cfs 15,890 cfReach DP-EX: Existing Site Outflow=4.91 cfs 15,890 cfTotal Runoff Area = 41,335 sf Runoff Volume = 15,890 cf Average Runoff Depth = 4.61"63.85% Pervious = 26,394 sf 36.15% Impervious = 14,941 sf NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 13HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment EX: Existing SiteRunoff = 4.91 cfs @ 12.13 hrs, Volume= 15,890 cf, Depth= 4.61" Routed to Reach DP-EX : Existing SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 13,938 98 Impervious* 1,003 98 Roof26,394 80 >75% Grass cover, Good, HSG D41,335 87 Weighted Average26,394 63.85% Pervious Area14,941 36.15% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment EX: Existing SiteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)543210NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=41,335 sfRunoff Volume=15,890 cfRunoff Depth=4.61"Tc=6.0 minCN=874.91 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 14HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-EX: Existing Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,335 sf, 36.15% Impervious, Inflow Depth = 4.61" for 25-YR eventInflow = 4.91 cfs @ 12.13 hrs, Volume= 15,890 cfOutflow = 4.91 cfs @ 12.13 hrs, Volume= 15,890 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-EX: Existing SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)543210Inflow Area=41,335 sf4.91 cfs4.91 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 15HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=41,335 sf 36.15% Impervious Runoff Depth=6.34"Subcatchment EX: Existing Site Tc=6.0 min CN=87 Runoff=6.62 cfs 21,848 cf Inflow=6.62 cfs 21,848 cfReach DP-EX: Existing Site Outflow=6.62 cfs 21,848 cfTotal Runoff Area = 41,335 sf Runoff Volume = 21,848 cf Average Runoff Depth = 6.34"63.85% Pervious = 26,394 sf 36.15% Impervious = 14,941 sfNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 16HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment EX: Existing SiteRunoff = 6.62 cfs @ 12.13 hrs, Volume= 21,848 cf, Depth= 6.34" Routed to Reach DP-EX : Existing SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 13,938 98 Impervious* 1,003 98 Roof26,394 80 >75% Grass cover, Good, HSG D41,335 87 Weighted Average26,394 63.85% Pervious Area14,941 36.15% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment EX: Existing SiteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)76543210NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=41,335 sfRunoff Volume=21,848 cfRunoff Depth=6.34"Tc=6.0 minCN=876.62 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 17HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-EX: Existing Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,335 sf, 36.15% Impervious, Inflow Depth = 6.34" for 100-YR eventInflow = 6.62 cfs @ 12.13 hrs, Volume= 21,848 cfOutflow = 6.62 cfs @ 12.13 hrs, Volume= 21,848 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-EX: Existing SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)76543210Inflow Area=41,335 sf6.62 cfs6.62 cfs 14 APPENDIX C Proposed Conditions – HydroCAD Calculations Overflow a t gradeFiltration Through BioSection Overflow a t gradeFiltration Through BioSection PRPR1Basin 1PR10Basin 10PR11Basin 11PR12West site to Area DrainPR13Pavers frontPR14Pavers NorthPR15aRoof WestPR15bRoof EastPR16Remainder of site PR17Pavers pathPR2Basin 2PR3Basin 3PR4Basin 4PR5Basin 5PR6Basin 6PR7Basin 7PR8Basin 8PR9Basin 9DP-PRProposed SiteP14" Pipe Under PathP28" PipeP34" Outlet Pipe1Surface 11SSubsurface 12Surface 22SSubsurface 23Surface 33SSubsurface 34Surface 44SSubsurface 45Surface 55SSubsurface 56Surface 66SSubsurface 67Surface 77SSubsurface 78Surface 88SSubsurface 89Surface 99SSubsurface 910Surface 1010SSubsurface 1011Surface 1111SSubsurface 1129PLandscape Filter 30PPorous Pavers31PCBDistribution Pipes33PCBDistribution Pipes PNPorous PaversPSPorous Pavers33LOn-site Closed Drainage Routing Diagram for 15150_HydroCAD-10-25-2023Prepared by Nitsch Engineering, Printed 10/31/2023HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSubcatReachPondLink15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 2HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCRainfall Events Listing (selected events)Event# EventNameStorm Type Curve Mode Duration(hours)B/B Depth(inches)AMC1 2-YR NOAA 24-hr D Default 24.00 1 3.08 22 10-YR NOAA 24-hr D Default 24.00 1 4.94 23 25-YR NOAA 24-hr D Default 24.00 1 6.10 24 100-YR NOAA 24-hr D Default 24.00 1 7.89 2 15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 3HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCArea Listing (selected nodes)Area(sq-ft)CN Description(subcatchment-numbers)25,378 80 >75% Grass cover, Good, HSG D (PR1, PR10, PR11, PR12, PR13, PR14, PR16, PR17, PR2, PR3, PR4, PR5, PR6, PR7, PR8, PR9)1,320 98 Impervious (PR4, PR9)398 98 Permeable Pavers (PR13, PR17)464 98 Porous Pavers (PR14)5,639 98 Roof (PR15a, PR15b)8,130 98 Site Impervious (PR1, PR10, PR11, PR12, PR13, PR14, PR16, PR3, PR5, PR6, PR7, PR8)41,329 87 TOTAL AREA15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 4HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSoil Listing (selected nodes)Area(sq-ft)SoilGroupSubcatchmentNumbers0 HSG A0 HSG B0 HSG C25,378 HSG D PR1, PR10, PR11, PR12, PR13, PR14, PR16, PR17, PR2, PR3, PR4, PR5, PR6, PR7, PR8, PR915,951 Other PR1, PR10, PR11, PR12, PR13, PR14, PR15a, PR15b, PR16, PR17, PR3, PR4, PR5, PR6, PR7, PR8, PR941,329 TOTAL AREA 15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 5HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCGround Covers (selected nodes)HSG-A(sq-ft)HSG-B(sq-ft)HSG-C(sq-ft)HSG-D(sq-ft)Other(sq-ft)Total(sq-ft)GroundCoverSubcatchmentNumbers0 0 0 25,378 0 25,378 >75% Grass cover, Good0 0 0 0 1,320 1,320 Impervious0 0 0 0 398 398 Permeable Pavers0 0 0 0 464 464 Porous Pavers0 0 0 0 5,639 5,639 Roof0 0 0 0 8,130 8,130 Site Impervious0 0 0 25,378 15,951 41,329 TOTAL AREA15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 6HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPipe Listing (selected nodes)Line# NodeNumberIn-Invert(feet)Out-Invert(feet)Length(feet)Slope(ft/ft)n Width(inches)Diam/Height(inches)Inside-Fill(inches)1 P1 177.18 176.18 15.0 0.0667 0.013 0.0 6.0 0.02 P2 174.50 173.66 65.0 0.0129 0.013 0.0 8.0 0.03 P3 183.17 173.00 136.0 0.0748 0.013 0.0 6.0 0.04 PN 188.43 186.00 7.0 0.3471 0.013 0.0 4.0 0.0 NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 7HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=1,918 sf 33.52% Impervious Runoff Depth=1.73"Subcatchment PR1: Basin 1 Tc=6.0 min CN=86 Runoff=0.09 cfs 277 cfRunoff Area=3,386 sf 9.57% Impervious Runoff Depth=1.44"Subcatchment PR10: Basin 10 Tc=6.0 min CN=82 Runoff=0.13 cfs 407 cfRunoff Area=2,204 sf 27.72% Impervious Runoff Depth=1.66"Subcatchment PR11: Basin 11 Tc=6.0 min CN=85 Runoff=0.10 cfs 304 cfRunoff Area=2,493 sf 1.36% Impervious Runoff Depth=1.31"Subcatchment PR12: West site to Area Drain Tc=6.0 min CN=80 Runoff=0.09 cfs 272 cfRunoff Area=2,379 sf 11.60% Impervious Runoff Depth=1.44"Subcatchment PR13: Pavers front Tc=674.0 min CN=82 Runoff=0.01 cfs 286 cfRunoff Area=676 sf 77.51% Impervious Runoff Depth=2.43"Subcatchment PR14: Pavers North Tc=674.0 min CN=94 Runoff=0.00 cfs 137 cfRunoff Area=2,750 sf 100.00% Impervious Runoff Depth=2.85"Subcatchment PR15a: Roof West Tc=6.0 min CN=98 Runoff=0.18 cfs 653 cfRunoff Area=2,889 sf 100.00% Impervious Runoff Depth=2.85"Subcatchment PR15b: Roof East Tc=6.0 min CN=98 Runoff=0.19 cfs 686 cfRunoff Area=13,694 sf 44.87% Impervious Runoff Depth=1.89"Subcatchment PR16: Remainder of site Tc=6.0 min CN=88 Runoff=0.69 cfs 2,156 cfRunoff Area=443 sf 33.86% Impervious Runoff Depth=1.73"Subcatchment PR17: Pavers path Tc=674.0 min CN=86 Runoff=0.00 cfs 64 cfRunoff Area=164 sf 0.00% Impervious Runoff Depth=1.31"Subcatchment PR2: Basin 2 Tc=6.0 min CN=80 Runoff=0.01 cfs 18 cfRunoff Area=437 sf 3.20% Impervious Runoff Depth=1.38"Subcatchment PR3: Basin 3 Tc=6.0 min CN=81 Runoff=0.02 cfs 50 cfRunoff Area=2,525 sf 10.02% Impervious Runoff Depth=1.44"Subcatchment PR4: Basin 4 Tc=6.0 min CN=82 Runoff=0.10 cfs 303 cfRunoff Area=172 sf 18.02% Impervious Runoff Depth=1.51"Subcatchment PR5: Basin 5 Tc=6.0 min CN=83 Runoff=0.01 cfs 22 cfRunoff Area=188 sf 30.32% Impervious Runoff Depth=1.66"Subcatchment PR6: Basin 6 Tc=6.0 min CN=85 Runoff=0.01 cfs 26 cfRunoff Area=458 sf 26.20% Impervious Runoff Depth=1.66"Subcatchment PR7: Basin 7 Tc=6.0 min CN=85 Runoff=0.02 cfs 63 cfNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 8HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCRunoff Area=630 sf 10.16% Impervious Runoff Depth=1.44"Subcatchment PR8: Basin 8 Tc=6.0 min CN=82 Runoff=0.02 cfs 76 cfRunoff Area=3,923 sf 27.20% Impervious Runoff Depth=1.66"Subcatchment PR9: Basin 9 Tc=6.0 min CN=85 Runoff=0.18 cfs 541 cf Inflow=1.54 cfs 6,327 cfReach DP-PR: Proposed Site Outflow=1.54 cfs 6,327 cfAvg. Flow Depth=0.09' Max Vel=4.17 fps Inflow=0.10 cfs 344 cfReach P1: 4" Pipe Under Path6.0" Round Pipe n=0.013 L=15.0' S=0.0667 '/' Capacity=1.45 cfs Outflow=0.10 cfs 344 cfAvg. Flow Depth=0.13' Max Vel=2.39 fps Inflow=0.12 cfs 832 cfReach P2: 8" Pipe8.0" Round Pipe n=0.013 L=65.0' S=0.0129 '/' Capacity=1.37 cfs Outflow=0.12 cfs 832 cfAvg. Flow Depth=0.08' Max Vel=4.22 fps Inflow=0.09 cfs 439 cfReach P3: 4" Outlet Pipe6.0" Round Pipe n=0.013 L=136.0' S=0.0748 '/' Capacity=1.53 cfs Outflow=0.09 cfs 439 cfPeak Elev=183.22' Storage=10 cf Inflow=0.09 cfs 277 cfPond 1: Surface 1 Primary=0.08 cfs 183 cf Secondary=0.00 cfs 94 cf Outflow=0.09 cfs 277 cfPeak Elev=178.20' Storage=1 cf Inflow=0.00 cfs 94 cfPond 1S: Subsurface 1 Outflow=0.00 cfs 93 cfPeak Elev=182.00' Storage=0 cf Inflow=0.09 cfs 201 cfPond 2: Surface 2 Primary=0.00 cfs 0 cf Secondary=0.09 cfs 201 cf Outflow=0.09 cfs 201 cfPeak Elev=177.88' Storage=5 cf Inflow=0.09 cfs 294 cfPond 2S: Subsurface 2 Outflow=0.09 cfs 294 cfPeak Elev=181.80' Storage=10 cf Inflow=0.02 cfs 50 cfPond 3: Surface 3 Primary=0.00 cfs 1 cf Secondary=0.00 cfs 49 cf Outflow=0.01 cfs 50 cfPeak Elev=177.40' Storage=7 cf Inflow=0.10 cfs 344 cfPond 3S: Subsurface 3 Outflow=0.10 cfs 343 cfPeak Elev=183.17' Storage=54 cf Inflow=0.10 cfs 303 cfPond 4: Surface 4 Primary=0.06 cfs 70 cf Secondary=0.01 cfs 233 cf Outflow=0.07 cfs 303 cfPeak Elev=178.25' Storage=8 cf Inflow=0.01 cfs 233 cfPond 4S: Subsurface 4 Outflow=0.01 cfs 232 cfPeak Elev=182.66' Storage=16 cf Inflow=0.06 cfs 92 cfPond 5: Surface 5 Primary=0.05 cfs 56 cf Secondary=0.00 cfs 36 cf Outflow=0.06 cfs 92 cfPeak Elev=177.77' Storage=3 cf Inflow=0.02 cfs 268 cfPond 5S: Subsurface 5 Outflow=0.02 cfs 268 cfPeak Elev=182.14' Storage=17 cf Inflow=0.06 cfs 82 cfPond 6: Surface 6 Primary=0.04 cfs 44 cf Secondary=0.00 cfs 38 cf Outflow=0.05 cfs 82 cf NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 9HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPeak Elev=177.28' Storage=3 cf Inflow=0.02 cfs 306 cfPond 6S: Subsurface 6 Outflow=0.02 cfs 306 cfPeak Elev=181.12' Storage=31 cf Inflow=0.05 cfs 107 cfPond 7: Surface 7 Primary=0.03 cfs 32 cf Secondary=0.01 cfs 75 cf Outflow=0.04 cfs 107 cfPeak Elev=176.42' Storage=13 cf Inflow=0.12 cfs 725 cfPond 7S: Subsurface 7 Outflow=0.11 cfs 724 cfPeak Elev=179.80' Storage=41 cf Inflow=0.04 cfs 108 cfPond 8: Surface 8 Primary=0.00 cfs 0 cf Secondary=0.01 cfs 108 cf Outflow=0.01 cfs 108 cfPeak Elev=174.92' Storage=13 cf Inflow=0.12 cfs 832 cfPond 8S: Subsurface 8 Outflow=0.12 cfs 832 cfPeak Elev=174.32' Storage=9 cf Inflow=0.18 cfs 541 cfPond 9: Surface 9 Primary=0.17 cfs 340 cf Secondary=0.01 cfs 201 cf Outflow=0.18 cfs 541 cfPeak Elev=170.72' Storage=9 cf Inflow=0.01 cfs 201 cfPond 9S: Subsurface 9 Outflow=0.00 cfs 200 cfPeak Elev=173.30' Storage=27 cf Inflow=0.13 cfs 407 cfPond 10: Surface 10 Primary=0.12 cfs 143 cf Secondary=0.01 cfs 264 cf Outflow=0.13 cfs 407 cfPeak Elev=168.74' Storage=6 cf Inflow=0.01 cfs 264 cfPond 10S: Subsurface 10 Outflow=0.01 cfs 264 cfPeak Elev=185.34' Storage=48 cf Inflow=0.10 cfs 439 cfPond 11: Surface 11 Primary=0.09 cfs 76 cf Secondary=0.01 cfs 363 cf Outflow=0.10 cfs 439 cfPeak Elev=183.26' Storage=11 cf Inflow=0.01 cfs 363 cfPond 11S: Subsurface 11 Outflow=0.01 cfs 363 cfPeak Elev=170.87' Storage=146 cf Inflow=0.37 cfs 1,338 cfPond 29P: Landscape Filter Outflow=0.30 cfs 1,333 cfPeak Elev=174.95' Storage=2 cf Inflow=0.00 cfs 64 cfPond 30P: Porous Pavers Outflow=0.00 cfs 63 cfPeak Elev=173.72' Inflow=0.18 cfs 653 cfPond 31P: Distribution Pipes Primary=0.18 cfs 652 cf Secondary=0.00 cfs 0 cf Outflow=0.18 cfs 653 cfPeak Elev=173.74' Inflow=0.19 cfs 686 cfPond 33P: Distribution Pipes Primary=0.19 cfs 685 cf Secondary=0.00 cfs 1 cf Outflow=0.19 cfs 686 cfPeak Elev=188.47' Storage=8 cf Inflow=0.00 cfs 137 cfPond PN: Porous Pavers4.0" Round Culvert n=0.013 L=7.0' S=0.3471 '/' Outflow=0.00 cfs 135 cfPeak Elev=174.98' Storage=5 cf Inflow=0.01 cfs 286 cfPond PS: Porous Pavers Outflow=0.01 cfs 285 cfNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 10HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLC Inflow=0.86 cfs 4,171 cfLink 33L: On-site Closed Drainage Primary=0.86 cfs 4,171 cfTotal Runoff Area = 41,329 sf Runoff Volume = 6,340 cf Average Runoff Depth = 1.84"61.40% Pervious = 25,378 sf 38.60% Impervious = 15,951 sf NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 11HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR1: Basin 1Runoff = 0.09 cfs @ 12.13 hrs, Volume= 277 cf, Depth= 1.73" Routed to Pond 1 : Surface 1Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 643 98 Site Impervious1,275 80 >75% Grass cover, Good, HSG D1,918 86 Weighted Average1,275 66.48% Pervious Area643 33.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR1: Basin 1RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=1,918 sfRunoff Volume=277 cfRunoff Depth=1.73"Tc=6.0 minCN=860.09 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 12HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR10: Basin 10Runoff = 0.13 cfs @ 12.13 hrs, Volume= 407 cf, Depth= 1.44" Routed to Pond 10 : Surface 10Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 324 98 Site Impervious3,062 80 >75% Grass cover, Good, HSG D3,386 82 Weighted Average3,062 90.43% Pervious Area324 9.57% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR10: Basin 10RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=3,386 sfRunoff Volume=407 cfRunoff Depth=1.44"Tc=6.0 minCN=820.13 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 13HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR11: Basin 11Runoff = 0.10 cfs @ 12.13 hrs, Volume= 304 cf, Depth= 1.66" Routed to Pond 11 : Surface 11Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 611 98 Site Impervious1,593 80 >75% Grass cover, Good, HSG D2,204 85 Weighted Average1,593 72.28% Pervious Area611 27.72% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR11: Basin 11RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=2,204 sfRunoff Volume=304 cfRunoff Depth=1.66"Tc=6.0 minCN=850.10 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 14HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR12: West site to Area DrainRunoff = 0.09 cfs @ 12.13 hrs, Volume= 272 cf, Depth= 1.31" Routed to Link 33L : On-site Closed DrainageRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 34 98 Site Impervious2,459 80 >75% Grass cover, Good, HSG D2,493 80 Weighted Average2,459 98.64% Pervious Area34 1.36% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR12: West site to Area DrainRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=2,493 sfRunoff Volume=272 cfRunoff Depth=1.31"Tc=6.0 minCN=800.09 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 15HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR13: Pavers frontRunoff = 0.01 cfs @ 21.72 hrs, Volume= 286 cf, Depth= 1.44" Routed to Pond PS : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 28 98 Site Impervious* 248 98 Permeable Pavers2,103 80 >75% Grass cover, Good, HSG D2,379 82 Weighted Average2,103 88.40% Pervious Area276 11.60% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR13: Pavers frontRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=2,379 sfRunoff Volume=286 cfRunoff Depth=1.44"Tc=674.0 minCN=820.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 16HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR14: Pavers NorthRunoff = 0.00 cfs @ 20.97 hrs, Volume= 137 cf, Depth= 2.43" Routed to Pond PN : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 60 98 Site Impervious* 464 98 Porous Pavers152 80 >75% Grass cover, Good, HSG D676 94 Weighted Average152 22.49% Pervious Area524 77.51% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Pavers TcSubcatchment PR14: Pavers NorthRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=676 sfRunoff Volume=137 cfRunoff Depth=2.43"Tc=674.0 minCN=940.00 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 17HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15a: Roof WestRunoff = 0.18 cfs @ 12.13 hrs, Volume= 653 cf, Depth= 2.85" Routed to Pond 31P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 2,750 98 Roof2,750 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15a: Roof WestRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=2,750 sfRunoff Volume=653 cfRunoff Depth=2.85"Tc=6.0 minCN=980.18 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 18HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15b: Roof EastRunoff = 0.19 cfs @ 12.13 hrs, Volume= 686 cf, Depth= 2.85" Routed to Pond 33P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 2,889 98 Roof2,889 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15b: Roof EastRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=2,889 sfRunoff Volume=686 cfRunoff Depth=2.85"Tc=6.0 minCN=980.19 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 19HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR16: Remainder of siteRunoff = 0.69 cfs @ 12.13 hrs, Volume= 2,156 cf, Depth= 1.89" Routed to Reach DP-PR : Proposed SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 6,144 98 Site Impervious7,550 80 >75% Grass cover, Good, HSG D13,694 88 Weighted Average7,550 55.13% Pervious Area6,144 44.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR16: Remainder of siteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=13,694 sfRunoff Volume=2,156 cfRunoff Depth=1.89"Tc=6.0 minCN=880.69 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 20HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR17: Pavers pathRunoff = 0.00 cfs @ 21.71 hrs, Volume= 64 cf, Depth= 1.73" Routed to Pond 30P : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 150 98 Permeable Pavers293 80 >75% Grass cover, Good, HSG D443 86 Weighted Average293 66.14% Pervious Area150 33.86% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR17: Pavers pathRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0020.0010.0010.0010.0010.0010.0010.0010.0010.0010.0000.0000.0000.00000NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=443 sfRunoff Volume=64 cfRunoff Depth=1.73"Tc=674.0 minCN=860.00 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 21HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR2: Basin 2Runoff = 0.01 cfs @ 12.13 hrs, Volume= 18 cf, Depth= 1.31" Routed to Pond 2 : Surface 2Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description164 80 >75% Grass cover, Good, HSG D164 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR2: Basin 2RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=164 sfRunoff Volume=18 cfRunoff Depth=1.31"Tc=6.0 minCN=800.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 22HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR3: Basin 3Runoff = 0.02 cfs @ 12.13 hrs, Volume= 50 cf, Depth= 1.38" Routed to Pond 3 : Surface 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 14 98 Site Impervious423 80 >75% Grass cover, Good, HSG D437 81 Weighted Average423 96.80% Pervious Area14 3.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR3: Basin 3RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=437 sfRunoff Volume=50 cfRunoff Depth=1.38"Tc=6.0 minCN=810.02 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 23HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR4: Basin 4Runoff = 0.10 cfs @ 12.13 hrs, Volume= 303 cf, Depth= 1.44" Routed to Pond 4 : Surface 4Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 253 98 Impervious2,272 80 >75% Grass cover, Good, HSG D2,525 82 Weighted Average2,272 89.98% Pervious Area253 10.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR4: Basin 4RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=2,525 sfRunoff Volume=303 cfRunoff Depth=1.44"Tc=6.0 minCN=820.10 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 24HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR5: Basin 5Runoff = 0.01 cfs @ 12.13 hrs, Volume= 22 cf, Depth= 1.51" Routed to Pond 5 : Surface 5Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 31 98 Site Impervious141 80 >75% Grass cover, Good, HSG D172 83 Weighted Average141 81.98% Pervious Area31 18.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR5: Basin 5RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=172 sfRunoff Volume=22 cfRunoff Depth=1.51"Tc=6.0 minCN=830.01 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 25HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR6: Basin 6Runoff = 0.01 cfs @ 12.13 hrs, Volume= 26 cf, Depth= 1.66" Routed to Pond 6 : Surface 6Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 57 98 Site Impervious131 80 >75% Grass cover, Good, HSG D188 85 Weighted Average131 69.68% Pervious Area57 30.32% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR6: Basin 6RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0090.0090.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=188 sfRunoff Volume=26 cfRunoff Depth=1.66"Tc=6.0 minCN=850.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 26HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR7: Basin 7Runoff = 0.02 cfs @ 12.13 hrs, Volume= 63 cf, Depth= 1.66" Routed to Pond 7 : Surface 7Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 120 98 Site Impervious338 80 >75% Grass cover, Good, HSG D458 85 Weighted Average338 73.80% Pervious Area120 26.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR7: Basin 7RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0220.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=458 sfRunoff Volume=63 cfRunoff Depth=1.66"Tc=6.0 minCN=850.02 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 27HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR8: Basin 8Runoff = 0.02 cfs @ 12.13 hrs, Volume= 76 cf, Depth= 1.44" Routed to Pond 8 : Surface 8Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 64 98 Site Impervious566 80 >75% Grass cover, Good, HSG D630 82 Weighted Average566 89.84% Pervious Area64 10.16% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR8: Basin 8RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=630 sfRunoff Volume=76 cfRunoff Depth=1.44"Tc=6.0 minCN=820.02 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 28HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR9: Basin 9Runoff = 0.18 cfs @ 12.13 hrs, Volume= 541 cf, Depth= 1.66" Routed to Pond 9 : Surface 9Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 2-YR Rainfall=3.08"Area (sf) CN Description* 1,067 98 Impervious2,856 80 >75% Grass cover, Good, HSG D3,923 85 Weighted Average2,856 72.80% Pervious Area1,067 27.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR9: Basin 9RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D2-YR Rainfall=3.08"Runoff Area=3,923 sfRunoff Volume=541 cfRunoff Depth=1.66"Tc=6.0 minCN=850.18 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 29HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-PR: Proposed Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,329 sf, 38.60% Impervious, Inflow Depth = 1.84" for 2-YR eventInflow = 1.54 cfs @ 12.14 hrs, Volume= 6,327 cfOutflow = 1.54 cfs @ 12.14 hrs, Volume= 6,327 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-PR: Proposed SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)10Inflow Area=41,329 sf1.54 cfs1.54 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 30HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P1: 4" Pipe Under Path[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 1.64" for 2-YR eventInflow = 0.10 cfs @ 12.17 hrs, Volume= 344 cfOutflow = 0.10 cfs @ 12.17 hrs, Volume= 344 cf, Atten= 0%, Lag= 0.0 min Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 4.17 fps, Min. Travel Time= 0.1 minAvg. Velocity = 1.51 fps, Avg. Travel Time= 0.2 minPeak Storage= 0 cf @ 12.17 hrsAverage Depth at Peak Storage= 0.09' , Surface Width= 0.38'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.45 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 15.0' Slope= 0.0667 '/'Inlet Invert= 177.18', Outlet Invert= 176.18' NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 31HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P1: 4" Pipe Under PathInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,519 sfAvg. Flow Depth=0.09'Max Vel=4.17 fps6.0"Round Pipen=0.013L=15.0'S=0.0667 '/'Capacity=1.45 cfs0.10 cfs0.10 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 32HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P2: 8" Pipe[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 6,492 sf, 18.21% Impervious, Inflow Depth = 1.54" for 2-YR eventInflow = 0.12 cfs @ 12.21 hrs, Volume= 832 cfOutflow = 0.12 cfs @ 12.22 hrs, Volume= 832 cf, Atten= 0%, Lag= 0.3 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 2.39 fps, Min. Travel Time= 0.5 minAvg. Velocity = 0.98 fps, Avg. Travel Time= 1.1 minPeak Storage= 3 cf @ 12.22 hrsAverage Depth at Peak Storage= 0.13' , Surface Width= 0.53'Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.37 cfs8.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 65.0' Slope= 0.0129 '/'Inlet Invert= 174.50', Outlet Invert= 173.66' NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 33HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P2: 8" PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=6,492 sfAvg. Flow Depth=0.13'Max Vel=2.39 fps8.0"Round Pipen=0.013L=65.0'S=0.0129 '/'Capacity=1.37 cfs0.12 cfs0.12 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 34HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P3: 4" Outlet Pipe[52] Hint: Inlet/Outlet conditions not evaluated[80] Warning: Exceeded Pond 11S by 0.01' @ 12.11 hrs (0.01 cfs 2 cf) Inflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 1.83" for 2-YR eventInflow = 0.09 cfs @ 12.14 hrs, Volume= 439 cfOutflow = 0.09 cfs @ 12.15 hrs, Volume= 439 cf, Atten= 0%, Lag= 0.4 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 4.22 fps, Min. Travel Time= 0.5 minAvg. Velocity = 1.32 fps, Avg. Travel Time= 1.7 minPeak Storage= 3 cf @ 12.15 hrsAverage Depth at Peak Storage= 0.08' , Surface Width= 0.37'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.53 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 136.0' Slope= 0.0748 '/'Inlet Invert= 183.17', Outlet Invert= 173.00' NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 35HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P3: 4" Outlet PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,880 sfAvg. Flow Depth=0.08'Max Vel=4.22 fps6.0"Round Pipen=0.013L=136.0'S=0.0748 '/'Capacity=1.53 cfs0.09 cfs0.09 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 36HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1: Surface 1Inflow Area = 1,918 sf, 33.52% Impervious, Inflow Depth = 1.73" for 2-YR eventInflow = 0.09 cfs @ 12.13 hrs, Volume= 277 cfOutflow = 0.09 cfs @ 12.15 hrs, Volume= 277 cf, Atten= 2%, Lag= 0.8 minPrimary = 0.08 cfs @ 12.15 hrs, Volume= 183 cf Routed to Pond 2 : Surface 2Secondary = 0.00 cfs @ 12.15 hrs, Volume= 94 cf Routed to Pond 1S : Subsurface 1Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.22' @ 12.15 hrs Surf.Area= 34 sf Storage= 10 cfPlug-Flow detention time= 15.9 min calculated for 277 cf (100% of inflow)Center-of-Mass det. time= 15.9 min ( 849.4 - 833.5 )Volume Invert Avail.Storage Storage Description#1 182.50' 23 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 2 0 0183.00 17 5 5183.51 55 18 23Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.08 cfs @ 12.15 hrs HW=183.22' TW=182.00' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.51 fps)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.15 hrs HW=183.22' TW=178.20' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 37HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1: Surface 1InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=1,918 sfPeak Elev=183.22'Storage=10 cf0.09 cfs0.09 cfs0.08 cfs0.00 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 38HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1S: Subsurface 1Inflow = 0.00 cfs @ 12.15 hrs, Volume= 94 cfOutflow = 0.00 cfs @ 12.17 hrs, Volume= 93 cf, Atten= 3%, Lag= 1.7 minPrimary = 0.00 cfs @ 12.17 hrs, Volume= 93 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.20' @ 12.17 hrs Surf.Area= 52 sf Storage= 1 cfPlug-Flow detention time= 8.4 min calculated for 93 cf (100% of inflow)Center-of-Mass det. time= 7.1 min ( 1,014.1 - 1,007.0 )Volume Invert Avail.Storage Storage Description#1 178.16' 48 cfCustom Stage Data (Prismatic) Listed below (Recalc)122 cf Overall - 1 cf Embedded = 121 cf x 40.0% Voids#2 178.17' 1 cf4.0" Round Pipe Storage Inside #1L= 11.8'49 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.16 52 0 0180.50 52 122 122Device Routing Invert Outlet Devices#1 Primary 178.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 12.17 hrs HW=178.20' TW=177.88' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.63 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 39HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1S: Subsurface 1InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0030.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000Peak Elev=178.20'Storage=1 cf0.00 cfs0.00 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 40HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2: Surface 2Inflow Area = 2,082 sf, 30.88% Impervious, Inflow Depth = 1.16" for 2-YR eventInflow = 0.09 cfs @ 12.15 hrs, Volume= 201 cfOutflow = 0.09 cfs @ 12.15 hrs, Volume= 201 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3 : Surface 3Secondary = 0.09 cfs @ 12.15 hrs, Volume= 201 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.00' @ 0.00 hrs Surf.Area= 2 sf Storage= 0 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= (not calculated: outflow precedes inflow)Volume Invert Avail.Storage Storage Description#1 182.00' 28 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 25 7 7183.01 60 22 28Device Routing Invert Outlet Devices#1 Secondary 182.00'4.00 cfs Exfiltration at all elevations #2 Primary 183.00'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=182.00' TW=181.50' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate ( Controls 0.00 cfs)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.15 hrs HW=182.00' TW=177.88' (Dynamic Tailwater)1=Exfiltration (Passes 0.00 cfs of 4.00 cfs potential flow) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 41HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2: Surface 2InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,082 sfPeak Elev=182.00'Storage=0 cf0.09 cfs0.09 cfs0.00 cfs0.09 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 42HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2S: Subsurface 2Inflow = 0.09 cfs @ 12.15 hrs, Volume= 294 cfOutflow = 0.09 cfs @ 12.15 hrs, Volume= 294 cf, Atten= 1%, Lag= 0.5 minPrimary = 0.09 cfs @ 12.15 hrs, Volume= 294 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.88' @ 12.15 hrs Surf.Area= 57 sf Storage= 5 cfPlug-Flow detention time= 4.1 min calculated for 294 cf (100% of inflow)Center-of-Mass det. time= 3.4 min ( 855.4 - 852.0 )Volume Invert Avail.Storage Storage Description#1 177.66' 53 cfCustom Stage Data (Prismatic) Listed below (Recalc)133 cf Overall - 1 cf Embedded = 133 cf x 40.0% Voids#2 177.67' 1 cf4.0" Round Pipe Storage Inside #1L= 10.0'54 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.66 57 0 0180.00 57 133 133Device Routing Invert Outlet Devices#1 Primary 177.67'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.09 cfs @ 12.15 hrs HW=177.88' TW=177.39' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.57 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 43HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2S: Subsurface 2InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Peak Elev=177.88'Storage=5 cf0.09 cfs0.09 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 44HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3: Surface 3[87] Warning: Oscillations may require smaller dt or Finer Routing (severity=482)Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 0.24" for 2-YR eventInflow = 0.02 cfs @ 12.13 hrs, Volume= 50 cfOutflow = 0.01 cfs @ 12.26 hrs, Volume= 50 cf, Atten= 54%, Lag= 7.8 minPrimary = 0.00 cfs @ 12.26 hrs, Volume= 1 cf Routed to Reach P1 : 4" Pipe Under PathSecondary = 0.00 cfs @ 12.26 hrs, Volume= 49 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.80' @ 12.26 hrs Surf.Area= 49 sf Storage= 10 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 14.6 min ( 867.1 - 852.5 )Volume Invert Avail.Storage Storage Description#1 181.50' 22 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 15 0 0182.00 71 22 22Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 181.80'12inch-Dome Grate Capacity Primary OutFlow Max=0.00 cfs @ 12.26 hrs HW=181.80' TW=177.25' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.26 hrs HW=181.80' TW=177.34' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 45HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3: Surface 3InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Inflow Area=2,519 sfPeak Elev=181.80'Storage=10 cf0.02 cfs0.01 cfs0.00 cfs0.00 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 46HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3S: Subsurface 3Inflow = 0.10 cfs @ 12.15 hrs, Volume= 344 cfOutflow = 0.10 cfs @ 12.17 hrs, Volume= 343 cf, Atten= 1%, Lag= 0.7 minPrimary = 0.10 cfs @ 12.17 hrs, Volume= 343 cf Routed to Reach P1 : 4" Pipe Under PathRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.40' @ 12.17 hrs Surf.Area= 71 sf Storage= 7 cfPlug-Flow detention time= 4.7 min calculated for 343 cf (100% of inflow)Center-of-Mass det. time= 3.9 min ( 861.2 - 857.3 )Volume Invert Avail.Storage Storage Description#1 177.17' 66 cfCustom Stage Data (Prismatic) Listed below (Recalc)165 cf Overall - 1 cf Embedded = 164 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'67 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 71 0 0179.50 71 165 165Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.09 cfs @ 12.17 hrs HW=177.40' TW=177.27' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.58 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 47HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3S: Subsurface 3InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Peak Elev=177.40'Storage=7 cf0.10 cfs0.10 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 48HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4: Surface 4Inflow Area = 2,525 sf, 10.02% Impervious, Inflow Depth = 1.44" for 2-YR eventInflow = 0.10 cfs @ 12.13 hrs, Volume= 303 cfOutflow = 0.07 cfs @ 12.19 hrs, Volume= 303 cf, Atten= 29%, Lag= 3.5 minPrimary = 0.06 cfs @ 12.19 hrs, Volume= 70 cf Routed to Pond 5 : Surface 5Secondary = 0.01 cfs @ 12.19 hrs, Volume= 233 cf Routed to Pond 4S : Subsurface 4Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.17' @ 12.19 hrs Surf.Area= 152 sf Storage= 54 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 24.6 min ( 873.5 - 848.9 )Volume Invert Avail.Storage Storage Description#1 182.50' 119 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 14 0 0183.00 114 32 32183.51 229 87 119Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.06 cfs @ 12.19 hrs HW=183.17' TW=182.64' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.06 cfs @ 1.32 fps)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.01 cfs @ 12.19 hrs HW=183.17' TW=178.25' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 49HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4: Surface 4InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,525 sfPeak Elev=183.17'Storage=54 cf0.10 cfs0.07 cfs0.06 cfs0.01 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 50HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4S: Subsurface 4Inflow = 0.01 cfs @ 12.19 hrs, Volume= 233 cfOutflow = 0.01 cfs @ 12.30 hrs, Volume= 232 cf, Atten= 5%, Lag= 6.3 minPrimary = 0.01 cfs @ 12.30 hrs, Volume= 232 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.25' @ 12.30 hrs Surf.Area= 229 sf Storage= 8 cfPlug-Flow detention time= 18.1 min calculated for 232 cf (100% of inflow)Center-of-Mass det. time= 16.2 min ( 929.2 - 913.0 )Volume Invert Avail.Storage Storage Description#1 178.17' 212 cfCustom Stage Data (Prismatic) Listed below (Recalc)534 cf Overall - 3 cf Embedded = 530 cf x 40.0% Voids#2 178.18' 3 cf4.0" Round Pipe Storage Inside #1L= 36.0'215 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.17 229 0 0180.50 229 534 534Device Routing Invert Outlet Devices#1 Primary 178.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.30 hrs HW=178.25' TW=177.77' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.93 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 51HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4S: Subsurface 4InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=178.25'Storage=8 cf0.01 cfs0.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 52HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5: Surface 5Inflow Area = 2,697 sf, 10.53% Impervious, Inflow Depth = 0.41" for 2-YR eventInflow = 0.06 cfs @ 12.19 hrs, Volume= 92 cfOutflow = 0.06 cfs @ 12.23 hrs, Volume= 92 cf, Atten= 9%, Lag= 2.7 minPrimary = 0.05 cfs @ 12.23 hrs, Volume= 56 cf Routed to Pond 6 : Surface 6Secondary = 0.00 cfs @ 12.23 hrs, Volume= 36 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.66' @ 12.23 hrs Surf.Area= 46 sf Storage= 16 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 13.1 min ( 779.7 - 766.6 )Volume Invert Avail.Storage Storage Description#1 182.00' 36 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 36 10 10183.01 68 27 36Device Routing Invert Outlet Devices#1 Secondary 182.00'4.000 in/hr Exfiltration over Surface area #2 Primary 183.00'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 12.23 hrs HW=182.66' TW=182.10' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.05 cfs @ 1.28 fps)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.23 hrs HW=182.66' TW=177.76' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 53HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5: Surface 5InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,697 sfPeak Elev=182.66'Storage=16 cf0.06 cfs0.06 cfs0.05 cfs0.00 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 54HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5S: Subsurface 5Inflow = 0.02 cfs @ 12.28 hrs, Volume= 268 cfOutflow = 0.02 cfs @ 12.30 hrs, Volume= 268 cf, Atten= 0%, Lag= 1.5 minPrimary = 0.02 cfs @ 12.30 hrs, Volume= 268 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.77' @ 12.30 hrs Surf.Area= 68 sf Storage= 3 cfPlug-Flow detention time= 5.4 min calculated for 268 cf (100% of inflow)Center-of-Mass det. time= 4.4 min ( 921.1 - 916.7 )Volume Invert Avail.Storage Storage Description#1 177.67' 63 cfCustom Stage Data (Prismatic) Listed below (Recalc)158 cf Overall - 1 cf Embedded = 157 cf x 40.0% Voids#2 177.68' 1 cf4.0" Round Pipe Storage Inside #1L= 12.0'64 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.67 68 0 0180.00 68 158 158Device Routing Invert Outlet Devices#1 Primary 177.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.30 hrs HW=177.77' TW=177.28' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.99 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 55HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5S: Subsurface 5InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=177.77'Storage=3 cf0.02 cfs0.02 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 56HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6: Surface 6Inflow Area = 2,885 sf, 11.82% Impervious, Inflow Depth = 0.34" for 2-YR eventInflow = 0.06 cfs @ 12.23 hrs, Volume= 82 cfOutflow = 0.05 cfs @ 12.29 hrs, Volume= 82 cf, Atten= 13%, Lag= 3.6 minPrimary = 0.04 cfs @ 12.29 hrs, Volume= 44 cf Routed to Pond 7 : Surface 7Secondary = 0.00 cfs @ 12.29 hrs, Volume= 38 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.14' @ 12.29 hrs Surf.Area= 46 sf Storage= 17 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 14.4 min ( 787.6 - 773.1 )Volume Invert Avail.Storage Storage Description#1 181.50' 37 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 2 0 0182.00 40 11 11182.51 63 26 37Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 182.50'9.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.04 cfs @ 12.29 hrs HW=182.14' TW=181.04' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.04 cfs @ 1.22 fps)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.29 hrs HW=182.14' TW=177.28' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 57HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6: Surface 6InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,885 sfPeak Elev=182.14'Storage=17 cf0.06 cfs0.05 cfs0.04 cfs0.00 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 58HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6S: Subsurface 6Inflow = 0.02 cfs @ 12.30 hrs, Volume= 306 cfOutflow = 0.02 cfs @ 12.32 hrs, Volume= 306 cf, Atten= 0%, Lag= 1.3 minPrimary = 0.02 cfs @ 12.32 hrs, Volume= 306 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.28' @ 12.32 hrs Surf.Area= 63 sf Storage= 3 cfPlug-Flow detention time= 4.7 min calculated for 306 cf (100% of inflow)Center-of-Mass det. time= 3.9 min ( 914.4 - 910.5 )Volume Invert Avail.Storage Storage Description#1 177.17' 58 cfCustom Stage Data (Prismatic) Listed below (Recalc)147 cf Overall - 1 cf Embedded = 146 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 13.0'59 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 63 0 0179.50 63 147 147Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.32 hrs HW=177.28' TW=176.37' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.05 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 59HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6S: Subsurface 6InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0240.0230.0220.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=177.28'Storage=3 cf0.02 cfs0.02 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 60HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7: Surface 7Inflow Area = 3,343 sf, 13.79% Impervious, Inflow Depth = 0.38" for 2-YR eventInflow = 0.05 cfs @ 12.28 hrs, Volume= 107 cfOutflow = 0.04 cfs @ 12.38 hrs, Volume= 107 cf, Atten= 26%, Lag= 5.9 minPrimary = 0.03 cfs @ 12.38 hrs, Volume= 32 cf Routed to Pond 8 : Surface 8Secondary = 0.01 cfs @ 12.38 hrs, Volume= 75 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.12' @ 12.38 hrs Surf.Area= 71 sf Storage= 31 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 35.8 min ( 835.5 - 799.7 )Volume Invert Avail.Storage Storage Description#1 180.00' 69 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)180.00 2 0 0180.50 18 5 5181.00 58 19 24181.51 117 45 69Device Routing Invert Outlet Devices#1 Secondary 180.00'4.000 in/hr Exfiltration over Surface area #2 Primary 181.50'10.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 181.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 181.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.38 hrs HW=181.12' TW=179.67' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.09 fps)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.01 cfs @ 12.38 hrs HW=181.12' TW=176.36' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 61HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7: Surface 7InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=3,343 sfPeak Elev=181.12'Storage=31 cf0.05 cfs0.04 cfs0.03 cfs0.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 62HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7S: Subsurface 7[62] Hint: Exceeded Reach P1 OUTLET depth by 0.16' @ 12.20 hrsInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 3.45" for 2-YR eventInflow = 0.12 cfs @ 12.17 hrs, Volume= 725 cfOutflow = 0.11 cfs @ 12.19 hrs, Volume= 724 cf, Atten= 2%, Lag= 1.1 minPrimary = 0.11 cfs @ 12.19 hrs, Volume= 724 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 176.42' @ 12.19 hrs Surf.Area= 117 sf Storage= 13 cfPlug-Flow detention time= 5.5 min calculated for 724 cf (100% of inflow)Center-of-Mass det. time= 4.6 min ( 889.3 - 884.8 )Volume Invert Avail.Storage Storage Description#1 176.17' 108 cfCustom Stage Data (Prismatic) Listed below (Recalc)273 cf Overall - 2 cf Embedded = 271 cf x 40.0% Voids#2 176.18' 2 cf4.0" Round Pipe Storage Inside #1L= 21.0'110 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)176.17 117 0 0178.50 117 273 273Device Routing Invert Outlet Devices#1 Primary 176.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.11 cfs @ 12.19 hrs HW=176.42' TW=174.92' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.67 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 63HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7S: Subsurface 7InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,519 sfPeak Elev=176.42'Storage=13 cf0.12 cfs0.11 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 64HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8: Surface 8Inflow Area = 3,973 sf, 13.21% Impervious, Inflow Depth = 0.33" for 2-YR eventInflow = 0.04 cfs @ 12.37 hrs, Volume= 108 cfOutflow = 0.01 cfs @ 12.69 hrs, Volume= 108 cf, Atten= 70%, Lag= 19.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach P2 : 8" PipeSecondary = 0.01 cfs @ 12.69 hrs, Volume= 108 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 179.80' @ 12.69 hrs Surf.Area= 127 sf Storage= 41 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 37.4 min ( 856.7 - 819.2 )Volume Invert Avail.Storage Storage Description#1 179.00' 164 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)179.00 7 0 0179.50 49 14 14179.75 120 21 35180.50 223 129 164Device Routing Invert Outlet Devices#1 Secondary 179.00'4.000 in/hr Exfiltration over Surface area #2 Primary 180.00'12inch-Dome Grate Capacity Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=179.00' TW=174.50' (Dynamic Tailwater)2=12inch-Dome Grate Capacity ( Controls 0.00 cfs)Secondary OutFlow Max=0.01 cfs @ 12.69 hrs HW=179.80' TW=174.85' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 65HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8: Surface 8InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0420.040.0380.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Inflow Area=3,973 sfPeak Elev=179.80'Storage=41 cf0.04 cfs0.01 cfs0.00 cfs 0.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 66HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8S: Subsurface 8Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 3.96" for 2-YR eventInflow = 0.12 cfs @ 12.19 hrs, Volume= 832 cfOutflow = 0.12 cfs @ 12.21 hrs, Volume= 832 cf, Atten= 2%, Lag= 1.2 minPrimary = 0.12 cfs @ 12.21 hrs, Volume= 832 cf Routed to Reach P2 : 8" PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.92' @ 12.21 hrs Surf.Area= 120 sf Storage= 13 cfPlug-Flow detention time= 5.3 min calculated for 832 cf (100% of inflow)Center-of-Mass det. time= 4.4 min ( 889.5 - 885.1 )Volume Invert Avail.Storage Storage Description#1 174.67' 111 cfCustom Stage Data (Prismatic) Listed below (Recalc)280 cf Overall - 2 cf Embedded = 278 cf x 40.0% Voids#2 174.68' 2 cf4.0" Round Pipe Storage Inside #1L= 24.0'113 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.67 120 0 0177.00 120 280 280Device Routing Invert Outlet Devices#1 Primary 174.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.12 cfs @ 12.21 hrs HW=174.92' TW=174.63' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.68 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 67HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8S: Subsurface 8InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,519 sfPeak Elev=174.92'Storage=13 cf0.12 cfs0.12 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 68HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9: Surface 9Inflow Area = 3,923 sf, 27.20% Impervious, Inflow Depth = 1.66" for 2-YR eventInflow = 0.18 cfs @ 12.13 hrs, Volume= 541 cfOutflow = 0.18 cfs @ 12.14 hrs, Volume= 541 cf, Atten= 0%, Lag= 0.2 minPrimary = 0.17 cfs @ 12.14 hrs, Volume= 340 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.14 hrs, Volume= 201 cf Routed to Pond 9S : Subsurface 9Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.32' @ 12.14 hrs Surf.Area= 54 sf Storage= 9 cfPlug-Flow detention time= 7.9 min calculated for 541 cf (100% of inflow)Center-of-Mass det. time= 7.9 min ( 845.4 - 837.5 )Volume Invert Avail.Storage Storage Description#1 174.00' 86 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.00 1 0 0175.00 170 86 86Device Routing Invert Outlet Devices#1 Primary 174.25'12inch-Dome Grate Capacity #2 Secondary 174.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.17 cfs @ 12.14 hrs HW=174.32' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.17 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=174.32' TW=170.72' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 69HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9: Surface 9InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=3,923 sfPeak Elev=174.32'Storage=9 cf0.18 cfs0.18 cfs0.17 cfs0.01 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 70HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9S: Subsurface 9Inflow = 0.01 cfs @ 12.14 hrs, Volume= 201 cfOutflow = 0.00 cfs @ 12.23 hrs, Volume= 200 cf, Atten= 8%, Lag= 5.9 minPrimary = 0.00 cfs @ 12.23 hrs, Volume= 200 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.72' @ 12.23 hrs Surf.Area= 170 sf Storage= 9 cfPlug-Flow detention time= 40.3 min calculated for 200 cf (99% of inflow)Center-of-Mass det. time= 36.6 min ( 1,030.6 - 994.0 )Volume Invert Avail.Storage Storage Description#1 170.67' 395 cfCustom Stage Data (Prismatic) Listed below (Recalc)396 cf Overall - 1 cf Embedded = 395 cf#2 170.68' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'396 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)170.67 170 0 0173.00 170 396 396Device Routing Invert Outlet Devices#1 Primary 170.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 12.23 hrs HW=170.72' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.71 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 71HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9S: Subsurface 9InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=170.72'Storage=9 cf0.01 cfs0.00 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 72HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10: Surface 10Inflow Area = 3,386 sf, 9.57% Impervious, Inflow Depth = 1.44" for 2-YR eventInflow = 0.13 cfs @ 12.13 hrs, Volume= 407 cfOutflow = 0.13 cfs @ 12.14 hrs, Volume= 407 cf, Atten= 1%, Lag= 0.5 minPrimary = 0.12 cfs @ 12.14 hrs, Volume= 143 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.14 hrs, Volume= 264 cf Routed to Pond 10S : Subsurface 10Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.30' @ 12.14 hrs Surf.Area= 113 sf Storage= 27 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 11.7 min ( 860.5 - 848.9 )Volume Invert Avail.Storage Storage Description#1 173.00' 142 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)173.00 68 0 0174.00 215 142 142Device Routing Invert Outlet Devices#1 Primary 173.25'12inch-Dome Grate Capacity #2 Secondary 173.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.12 cfs @ 12.14 hrs HW=173.30' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.12 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=173.30' TW=168.74' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 73HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10: Surface 10InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=3,386 sfPeak Elev=173.30'Storage=27 cf0.13 cfs0.13 cfs0.12 cfs0.01 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 74HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10S: Subsurface 10Inflow = 0.01 cfs @ 12.14 hrs, Volume= 264 cfOutflow = 0.01 cfs @ 12.19 hrs, Volume= 264 cf, Atten= 1%, Lag= 3.2 minPrimary = 0.01 cfs @ 12.19 hrs, Volume= 264 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 168.74' @ 12.19 hrs Surf.Area= 215 sf Storage= 6 cfPlug-Flow detention time= 14.7 min calculated for 264 cf (100% of inflow)Center-of-Mass det. time= 12.9 min ( 939.2 - 926.2 )Volume Invert Avail.Storage Storage Description#1 168.67' 200 cfCustom Stage Data (Prismatic) Listed below (Recalc)501 cf Overall - 2 cf Embedded = 499 cf x 40.0% Voids#2 168.68' 2 cf4.0" Round Pipe Storage Inside #1L= 18.0'201 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)168.67 215 0 0171.00 215 501 501Device Routing Invert Outlet Devices#1 Primary 168.68'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.19 hrs HW=168.74' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.82 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 75HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10S: Subsurface 10InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0110.0110.010.010.0090.0090.0080.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=168.74'Storage=6 cf0.01 cfs0.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 76HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11: Surface 11[87] Warning: Oscillations may require smaller dt or Finer Routing (severity=2)Inflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 1.83" for 2-YR eventInflow = 0.10 cfs @ 12.13 hrs, Volume= 439 cfOutflow = 0.10 cfs @ 12.14 hrs, Volume= 439 cf, Atten= 2%, Lag= 0.7 minPrimary = 0.09 cfs @ 12.14 hrs, Volume= 76 cf Routed to Reach P3 : 4" Outlet PipeSecondary = 0.01 cfs @ 12.14 hrs, Volume= 363 cf Routed to Pond 11S : Subsurface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 185.34' @ 12.14 hrs Surf.Area= 109 sf Storage= 48 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 42.4 min ( 1,077.0 - 1,034.6 )Volume Invert Avail.Storage Storage Description#1 184.50' 284 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)184.50 23 0 0185.00 56 20 20186.00 211 134 153186.50 310 130 284Device Routing Invert Outlet Devices#1 Secondary 184.50'4.000 in/hr Exfiltration over Surface area #2 Primary 185.30'12inch-Dome Grate Capacity Primary OutFlow Max=0.09 cfs @ 12.14 hrs HW=185.34' TW=183.25' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.09 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=185.34' TW=183.24' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 77HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11: Surface 11InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,880 sfPeak Elev=185.34'Storage=48 cf0.10 cfs0.10 cfs0.09 cfs0.01 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 78HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11S: Subsurface 11[90] Warning: Qout>Qin may require smaller dt or Finer RoutingInflow = 0.01 cfs @ 12.14 hrs, Volume= 363 cfOutflow = 0.01 cfs @ 12.30 hrs, Volume= 363 cf, Atten= 0%, Lag= 9.1 minPrimary = 0.01 cfs @ 12.30 hrs, Volume= 363 cf Routed to Reach P3 : 4" Outlet PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.26' @ 12.21 hrs Surf.Area= 310 sf Storage= 11 cfPlug-Flow detention time= 22.9 min calculated for 363 cf (100% of inflow)Center-of-Mass det. time= 22.3 min ( 1,170.2 - 1,147.9 )Volume Invert Avail.Storage Storage Description#1 183.17' 289 cfCustom Stage Data (Prismatic) Listed below (Recalc)722 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)183.17 310 0 0185.50 310 722 722Device Routing Invert Outlet Devices#1 Primary 183.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.30 hrs HW=183.25' TW=183.23' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.74 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 79HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11S: Subsurface 11InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=183.26'Storage=11 cf0.01 cfs0.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 80HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 29P: Landscape FilterInflow Area = 5,639 sf,100.00% Impervious, Inflow Depth = 2.85" for 2-YR eventInflow = 0.37 cfs @ 12.13 hrs, Volume= 1,338 cfOutflow = 0.30 cfs @ 12.17 hrs, Volume= 1,333 cf, Atten= 19%, Lag= 2.7 minPrimary = 0.30 cfs @ 12.17 hrs, Volume= 1,333 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.87' @ 12.17 hrs Surf.Area= 1,000 sf Storage= 146 cfPlug-Flow detention time= 30.3 min calculated for 1,333 cf (100% of inflow)Center-of-Mass det. time= 28.2 min ( 787.4 - 759.3 )Volume Invert Avail.Storage Storage Description#1 170.50' 1,000 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Voids Inc.Store Cum.Store(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)170.50 1,000 0.0 0 0170.51 1,000 40.0 4 4171.50 1,000 40.0 396 400171.51 1,000 20.0 2 402174.50 1,000 20.0 598 1,000Device Routing Invert Outlet Devices#1 Primary 170.51'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.30 cfs @ 12.17 hrs HW=170.87' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.30 cfs @ 2.03 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 81HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 29P: Landscape FilterInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=5,639 sfPeak Elev=170.87'Storage=146 cf0.37 cfs0.30 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 82HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 30P: Porous PaversInflow Area = 443 sf, 33.86% Impervious, Inflow Depth = 1.73" for 2-YR eventInflow = 0.00 cfs @ 21.71 hrs, Volume= 64 cfOutflow = 0.00 cfs @ 21.74 hrs, Volume= 63 cf, Atten= 0%, Lag= 1.8 minPrimary = 0.00 cfs @ 21.74 hrs, Volume= 63 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.95' @ 21.74 hrs Surf.Area= 150 sf Storage= 2 cfPlug-Flow detention time= 38.5 min calculated for 63 cf (99% of inflow)Center-of-Mass det. time= 27.6 min ( 1,484.1 - 1,456.5 )Volume Invert Avail.Storage Storage Description#1 174.92' 135 cf31" section beneath paver (Prismatic) Listed below (Recalc)387 cf Overall - 2 cf Embedded = 385 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'137 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 150 0 0177.50 150 387 387Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 21.74 hrs HW=174.95' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.52 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 83HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 30P: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0020.0010.0010.0010.0010.0010.0010.0010.0010.0010.0000.0000.0000.00000Inflow Area=443 sfPeak Elev=174.95'Storage=2 cf0.00 cfs0.00 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 84HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 31P: Distribution Pipes[57] Hint: Peaked at 173.72' (Flood elevation advised)Inflow Area = 2,750 sf,100.00% Impervious, Inflow Depth = 2.85" for 2-YR eventInflow = 0.18 cfs @ 12.13 hrs, Volume= 653 cfOutflow = 0.18 cfs @ 12.13 hrs, Volume= 653 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.18 cfs @ 12.13 hrs, Volume= 652 cf Routed to Pond 29P : Landscape FilterSecondary = 0.00 cfs @ 12.13 hrs, Volume= 0 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.72' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'6.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.13 hrs HW=173.72' TW=170.84' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.18 cfs @ 2.09 fps)Secondary OutFlow Max=0.00 cfs @ 12.13 hrs HW=173.72' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.00 cfs @ 0.53 fps)Pond 31P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,750 sfPeak Elev=173.72'0.18 cfs0.18 cfs0.18 cfs0.00 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 85HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 33P: Distribution Pipes[57] Hint: Peaked at 173.74' (Flood elevation advised)Inflow Area = 2,889 sf,100.00% Impervious, Inflow Depth = 2.85" for 2-YR eventInflow = 0.19 cfs @ 12.13 hrs, Volume= 686 cfOutflow = 0.19 cfs @ 12.13 hrs, Volume= 686 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.19 cfs @ 12.13 hrs, Volume= 685 cf Routed to Pond 29P : Landscape FilterSecondary = 0.00 cfs @ 12.13 hrs, Volume= 1 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.74' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'4.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.13 hrs HW=173.74' TW=170.84' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.19 cfs @ 2.17 fps)Secondary OutFlow Max=0.00 cfs @ 12.13 hrs HW=173.74' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.00 cfs @ 0.68 fps)Pond 33P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,889 sfPeak Elev=173.74'0.19 cfs0.19 cfs0.19 cfs0.00 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 86HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PN: Porous PaversInflow Area = 676 sf, 77.51% Impervious, Inflow Depth = 2.43" for 2-YR eventInflow = 0.00 cfs @ 20.97 hrs, Volume= 137 cfOutflow = 0.00 cfs @ 21.17 hrs, Volume= 135 cf, Atten= 0%, Lag= 12.2 minPrimary = 0.00 cfs @ 21.17 hrs, Volume= 135 cf Routed to Pond 11 : Surface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 188.47' @ 21.17 hrs Surf.Area= 464 sf Storage= 8 cfPlug-Flow detention time= 78.2 min calculated for 135 cf (99% of inflow)Center-of-Mass det. time= 62.5 min ( 1,478.3 - 1,415.9 )Volume Invert Avail.Storage Storage Description#1 188.42' 417 cf31" section beneath pavers (Prismatic) Listed below (Recalc)1,197 cf Overall - 6 cf Embedded = 1,191 cf x 35.0% Voids#2 188.43' 6 cf4.0" Round Pipe Storage Inside #1L= 67.0'423 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)188.42 464 0 0191.00 464 1,197 1,197Device Routing Invert Outlet Devices#1 Primary 188.43'4.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 188.43' / 186.00' S= 0.3471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Primary OutFlow Max=0.00 cfs @ 21.17 hrs HW=188.47' TW=184.94' (Dynamic Tailwater)1=Culvert (Inlet Controls 0.00 cfs @ 0.53 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 87HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PN: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000Inflow Area=676 sfPeak Elev=188.47'Storage=8 cf4.0"Round Culvertn=0.013L=7.0'S=0.3471 '/'0.00 cfs0.00 cfs NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 88HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PS: Porous PaversInflow Area = 2,379 sf, 11.60% Impervious, Inflow Depth = 1.44" for 2-YR eventInflow = 0.01 cfs @ 21.72 hrs, Volume= 286 cfOutflow = 0.01 cfs @ 21.77 hrs, Volume= 285 cf, Atten= 0%, Lag= 3.0 minPrimary = 0.01 cfs @ 21.77 hrs, Volume= 285 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.98' @ 21.77 hrs Surf.Area= 248 sf Storage= 5 cfPlug-Flow detention time= 24.1 min calculated for 285 cf (100% of inflow)Center-of-Mass det. time= 19.5 min ( 1,491.8 - 1,472.2 )Volume Invert Avail.Storage Storage Description#1 174.92' 223 cf31" section beneath paver (Prismatic) Listed below (Recalc)640 cf Overall - 2 cf Embedded = 637 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'226 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 248 0 0177.50 248 640 640Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 21.77 hrs HW=174.98' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.76 fps) NOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 89HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PS: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Inflow Area=2,379 sfPeak Elev=174.98'Storage=5 cf0.01 cfs0.01 cfsNOAA 24-hr D 2-YR Rainfall=3.08"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 90HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Link 33L: On-site Closed DrainageInflow Area = 27,635 sf, 35.49% Impervious, Inflow Depth = 1.81" for 2-YR eventInflow = 0.86 cfs @ 12.15 hrs, Volume= 4,171 cfPrimary = 0.86 cfs @ 12.15 hrs, Volume= 4,171 cf, Atten= 0%, Lag= 0.0 min Routed to Reach DP-PR : Proposed SitePrimary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsLink 33L: On-site Closed DrainageInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.950.90.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=27,635 sf0.86 cfs0.86 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 91HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=1,918 sf 33.52% Impervious Runoff Depth=3.41"Subcatchment PR1: Basin 1 Tc=6.0 min CN=86 Runoff=0.17 cfs 545 cfRunoff Area=3,386 sf 9.57% Impervious Runoff Depth=3.03"Subcatchment PR10: Basin 10 Tc=6.0 min CN=82 Runoff=0.27 cfs 854 cfRunoff Area=2,204 sf 27.72% Impervious Runoff Depth=3.31"Subcatchment PR11: Basin 11 Tc=6.0 min CN=85 Runoff=0.19 cfs 608 cfRunoff Area=2,493 sf 1.36% Impervious Runoff Depth=2.84"Subcatchment PR12: West site to Area Drain Tc=6.0 min CN=80 Runoff=0.19 cfs 590 cfRunoff Area=2,379 sf 11.60% Impervious Runoff Depth=3.03"Subcatchment PR13: Pavers front Tc=674.0 min CN=82 Runoff=0.01 cfs 600 cfRunoff Area=676 sf 77.51% Impervious Runoff Depth=4.25"Subcatchment PR14: Pavers North Tc=674.0 min CN=94 Runoff=0.01 cfs 239 cfRunoff Area=2,750 sf 100.00% Impervious Runoff Depth=4.70"Subcatchment PR15a: Roof West Tc=6.0 min CN=98 Runoff=0.30 cfs 1,078 cfRunoff Area=2,889 sf 100.00% Impervious Runoff Depth=4.70"Subcatchment PR15b: Roof East Tc=6.0 min CN=98 Runoff=0.31 cfs 1,132 cfRunoff Area=13,694 sf 44.87% Impervious Runoff Depth=3.61"Subcatchment PR16: Remainder of site Tc=6.0 min CN=88 Runoff=1.28 cfs 4,122 cfRunoff Area=443 sf 33.86% Impervious Runoff Depth=3.41"Subcatchment PR17: Pavers path Tc=674.0 min CN=86 Runoff=0.00 cfs 126 cfRunoff Area=164 sf 0.00% Impervious Runoff Depth=2.84"Subcatchment PR2: Basin 2 Tc=6.0 min CN=80 Runoff=0.01 cfs 39 cfRunoff Area=437 sf 3.20% Impervious Runoff Depth=2.93"Subcatchment PR3: Basin 3 Tc=6.0 min CN=81 Runoff=0.03 cfs 107 cfRunoff Area=2,525 sf 10.02% Impervious Runoff Depth=3.03"Subcatchment PR4: Basin 4 Tc=6.0 min CN=82 Runoff=0.20 cfs 637 cfRunoff Area=172 sf 18.02% Impervious Runoff Depth=3.12"Subcatchment PR5: Basin 5 Tc=6.0 min CN=83 Runoff=0.01 cfs 45 cfRunoff Area=188 sf 30.32% Impervious Runoff Depth=3.31"Subcatchment PR6: Basin 6 Tc=6.0 min CN=85 Runoff=0.02 cfs 52 cfRunoff Area=458 sf 26.20% Impervious Runoff Depth=3.31"Subcatchment PR7: Basin 7 Tc=6.0 min CN=85 Runoff=0.04 cfs 126 cfNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 92HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCRunoff Area=630 sf 10.16% Impervious Runoff Depth=3.03"Subcatchment PR8: Basin 8 Tc=6.0 min CN=82 Runoff=0.05 cfs 159 cfRunoff Area=3,923 sf 27.20% Impervious Runoff Depth=3.31"Subcatchment PR9: Basin 9 Tc=6.0 min CN=85 Runoff=0.34 cfs 1,083 cf Inflow=2.98 cfs 12,128 cfReach DP-PR: Proposed Site Outflow=2.98 cfs 12,128 cfAvg. Flow Depth=0.13' Max Vel=5.24 fps Inflow=0.21 cfs 690 cfReach P1: 4" Pipe Under Path6.0" Round Pipe n=0.013 L=15.0' S=0.0667 '/' Capacity=1.45 cfs Outflow=0.21 cfs 690 cfAvg. Flow Depth=0.25' Max Vel=3.46 fps Inflow=0.42 cfs 1,706 cfReach P2: 8" Pipe8.0" Round Pipe n=0.013 L=65.0' S=0.0129 '/' Capacity=1.37 cfs Outflow=0.42 cfs 1,706 cfAvg. Flow Depth=0.12' Max Vel=5.27 fps Inflow=0.18 cfs 846 cfReach P3: 4" Outlet Pipe6.0" Round Pipe n=0.013 L=136.0' S=0.0748 '/' Capacity=1.53 cfs Outflow=0.18 cfs 846 cfPeak Elev=183.33' Storage=14 cf Inflow=0.17 cfs 545 cfPond 1: Surface 1 Primary=0.17 cfs 431 cf Secondary=0.00 cfs 114 cf Outflow=0.17 cfs 545 cfPeak Elev=178.21' Storage=1 cf Inflow=0.00 cfs 114 cfPond 1S: Subsurface 1 Outflow=0.00 cfs 114 cfPeak Elev=182.00' Storage=0 cf Inflow=0.18 cfs 470 cfPond 2: Surface 2 Primary=0.00 cfs 0 cf Secondary=0.18 cfs 470 cf Outflow=0.18 cfs 470 cfPeak Elev=178.02' Storage=9 cf Inflow=0.18 cfs 584 cfPond 2S: Subsurface 2 Outflow=0.18 cfs 584 cfPeak Elev=181.81' Storage=10 cf Inflow=0.03 cfs 107 cfPond 3: Surface 3 Primary=0.03 cfs 24 cf Secondary=0.00 cfs 82 cf Outflow=0.03 cfs 107 cfPeak Elev=177.53' Storage=11 cf Inflow=0.18 cfs 666 cfPond 3S: Subsurface 3 Outflow=0.18 cfs 666 cfPeak Elev=183.32' Storage=80 cf Inflow=0.20 cfs 637 cfPond 4: Surface 4 Primary=0.16 cfs 260 cf Secondary=0.02 cfs 377 cf Outflow=0.17 cfs 637 cfPeak Elev=178.26' Storage=9 cf Inflow=0.02 cfs 377 cfPond 4S: Subsurface 4 Outflow=0.02 cfs 376 cfPeak Elev=182.82' Storage=24 cf Inflow=0.17 cfs 305 cfPond 5: Surface 5 Primary=0.16 cfs 244 cf Secondary=0.01 cfs 61 cf Outflow=0.16 cfs 305 cfPeak Elev=177.78' Storage=3 cf Inflow=0.02 cfs 437 cfPond 5S: Subsurface 5 Outflow=0.02 cfs 436 cfPeak Elev=182.33' Storage=26 cf Inflow=0.17 cfs 296 cfPond 6: Surface 6 Primary=0.16 cfs 234 cf Secondary=0.01 cfs 62 cf Outflow=0.17 cfs 296 cf NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 93HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPeak Elev=177.29' Storage=3 cf Inflow=0.03 cfs 498 cfPond 6S: Subsurface 6 Outflow=0.03 cfs 498 cfPeak Elev=181.34' Storage=50 cf Inflow=0.19 cfs 360 cfPond 7: Surface 7 Primary=0.17 cfs 243 cf Secondary=0.01 cfs 117 cf Outflow=0.18 cfs 360 cfPeak Elev=176.65' Storage=24 cf Inflow=0.24 cfs 1,305 cfPond 7S: Subsurface 7 Outflow=0.23 cfs 1,305 cfPeak Elev=180.07' Storage=81 cf Inflow=0.21 cfs 402 cfPond 8: Surface 8 Primary=0.19 cfs 192 cf Secondary=0.02 cfs 210 cf Outflow=0.20 cfs 402 cfPeak Elev=175.17' Storage=25 cf Inflow=0.25 cfs 1,515 cfPond 8S: Subsurface 8 Outflow=0.24 cfs 1,514 cfPeak Elev=174.36' Storage=11 cf Inflow=0.34 cfs 1,083 cfPond 9: Surface 9 Primary=0.34 cfs 833 cf Secondary=0.01 cfs 250 cf Outflow=0.34 cfs 1,083 cfPeak Elev=170.73' Storage=9 cf Inflow=0.01 cfs 250 cfPond 9S: Subsurface 9 Outflow=0.01 cfs 248 cfPeak Elev=173.34' Storage=32 cf Inflow=0.27 cfs 854 cfPond 10: Surface 10 Primary=0.26 cfs 442 cf Secondary=0.01 cfs 412 cf Outflow=0.27 cfs 854 cfPeak Elev=168.74' Storage=6 cf Inflow=0.01 cfs 412 cfPond 10S: Subsurface 10 Outflow=0.01 cfs 411 cfPeak Elev=185.37' Storage=51 cf Inflow=0.19 cfs 846 cfPond 11: Surface 11 Primary=0.18 cfs 267 cf Secondary=0.01 cfs 579 cf Outflow=0.19 cfs 846 cfPeak Elev=183.29' Storage=15 cf Inflow=0.01 cfs 579 cfPond 11S: Subsurface 11 Outflow=0.02 cfs 579 cfPeak Elev=170.96' Storage=182 cf Inflow=0.48 cfs 2,166 cfPond 29P: Landscape Filter Outflow=0.42 cfs 2,162 cfPeak Elev=174.96' Storage=2 cf Inflow=0.00 cfs 126 cfPond 30P: Porous Pavers Outflow=0.00 cfs 125 cfPeak Elev=173.85' Inflow=0.30 cfs 1,078 cfPond 31P: Distribution Pipes Primary=0.23 cfs 1,057 cf Secondary=0.06 cfs 21 cf Outflow=0.30 cfs 1,078 cfPeak Elev=173.88' Inflow=0.31 cfs 1,132 cfPond 33P: Distribution Pipes Primary=0.25 cfs 1,109 cf Secondary=0.07 cfs 23 cf Outflow=0.31 cfs 1,132 cfPeak Elev=188.48' Storage=10 cf Inflow=0.01 cfs 239 cfPond PN: Porous Pavers4.0" Round Culvert n=0.013 L=7.0' S=0.3471 '/' Outflow=0.01 cfs 238 cfPeak Elev=175.00' Storage=8 cf Inflow=0.01 cfs 600 cfPond PS: Porous Pavers Outflow=0.01 cfs 599 cfNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 94HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLC Inflow=1.71 cfs 8,007 cfLink 33L: On-site Closed Drainage Primary=1.71 cfs 8,007 cfTotal Runoff Area = 41,329 sf Runoff Volume = 12,142 cf Average Runoff Depth = 3.53"61.40% Pervious = 25,378 sf 38.60% Impervious = 15,951 sf NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 95HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR1: Basin 1Runoff = 0.17 cfs @ 12.13 hrs, Volume= 545 cf, Depth= 3.41" Routed to Pond 1 : Surface 1Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 643 98 Site Impervious1,275 80 >75% Grass cover, Good, HSG D1,918 86 Weighted Average1,275 66.48% Pervious Area643 33.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR1: Basin 1RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=1,918 sfRunoff Volume=545 cfRunoff Depth=3.41"Tc=6.0 minCN=860.17 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 96HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR10: Basin 10Runoff = 0.27 cfs @ 12.13 hrs, Volume= 854 cf, Depth= 3.03" Routed to Pond 10 : Surface 10Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 324 98 Site Impervious3,062 80 >75% Grass cover, Good, HSG D3,386 82 Weighted Average3,062 90.43% Pervious Area324 9.57% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR10: Basin 10RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=3,386 sfRunoff Volume=854 cfRunoff Depth=3.03"Tc=6.0 minCN=820.27 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 97HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR11: Basin 11Runoff = 0.19 cfs @ 12.13 hrs, Volume= 608 cf, Depth= 3.31" Routed to Pond 11 : Surface 11Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 611 98 Site Impervious1,593 80 >75% Grass cover, Good, HSG D2,204 85 Weighted Average1,593 72.28% Pervious Area611 27.72% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR11: Basin 11RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=2,204 sfRunoff Volume=608 cfRunoff Depth=3.31"Tc=6.0 minCN=850.19 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 98HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR12: West site to Area DrainRunoff = 0.19 cfs @ 12.13 hrs, Volume= 590 cf, Depth= 2.84" Routed to Link 33L : On-site Closed DrainageRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 34 98 Site Impervious2,459 80 >75% Grass cover, Good, HSG D2,493 80 Weighted Average2,459 98.64% Pervious Area34 1.36% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR12: West site to Area DrainRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=2,493 sfRunoff Volume=590 cfRunoff Depth=2.84"Tc=6.0 minCN=800.19 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 99HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR13: Pavers frontRunoff = 0.01 cfs @ 21.71 hrs, Volume= 600 cf, Depth= 3.03" Routed to Pond PS : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 28 98 Site Impervious* 248 98 Permeable Pavers2,103 80 >75% Grass cover, Good, HSG D2,379 82 Weighted Average2,103 88.40% Pervious Area276 11.60% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR13: Pavers frontRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=2,379 sfRunoff Volume=600 cfRunoff Depth=3.03"Tc=674.0 minCN=820.01 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 100HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR14: Pavers NorthRunoff = 0.01 cfs @ 20.96 hrs, Volume= 239 cf, Depth= 4.25" Routed to Pond PN : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 60 98 Site Impervious* 464 98 Porous Pavers152 80 >75% Grass cover, Good, HSG D676 94 Weighted Average152 22.49% Pervious Area524 77.51% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Pavers TcSubcatchment PR14: Pavers NorthRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=676 sfRunoff Volume=239 cfRunoff Depth=4.25"Tc=674.0 minCN=940.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 101HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15a: Roof WestRunoff = 0.30 cfs @ 12.13 hrs, Volume= 1,078 cf, Depth= 4.70" Routed to Pond 31P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 2,750 98 Roof2,750 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15a: Roof WestRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=2,750 sfRunoff Volume=1,078 cfRunoff Depth=4.70"Tc=6.0 minCN=980.30 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 102HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15b: Roof EastRunoff = 0.31 cfs @ 12.13 hrs, Volume= 1,132 cf, Depth= 4.70" Routed to Pond 33P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 2,889 98 Roof2,889 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15b: Roof EastRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=2,889 sfRunoff Volume=1,132 cfRunoff Depth=4.70"Tc=6.0 minCN=980.31 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 103HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR16: Remainder of siteRunoff = 1.28 cfs @ 12.13 hrs, Volume= 4,122 cf, Depth= 3.61" Routed to Reach DP-PR : Proposed SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 6,144 98 Site Impervious7,550 80 >75% Grass cover, Good, HSG D13,694 88 Weighted Average7,550 55.13% Pervious Area6,144 44.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR16: Remainder of siteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)10NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=13,694 sfRunoff Volume=4,122 cfRunoff Depth=3.61"Tc=6.0 minCN=881.28 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 104HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR17: Pavers pathRunoff = 0.00 cfs @ 20.97 hrs, Volume= 126 cf, Depth= 3.41" Routed to Pond 30P : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 150 98 Permeable Pavers293 80 >75% Grass cover, Good, HSG D443 86 Weighted Average293 66.14% Pervious Area150 33.86% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR17: Pavers pathRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=443 sfRunoff Volume=126 cfRunoff Depth=3.41"Tc=674.0 minCN=860.00 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 105HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR2: Basin 2Runoff = 0.01 cfs @ 12.13 hrs, Volume= 39 cf, Depth= 2.84" Routed to Pond 2 : Surface 2Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description164 80 >75% Grass cover, Good, HSG D164 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR2: Basin 2RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=164 sfRunoff Volume=39 cfRunoff Depth=2.84"Tc=6.0 minCN=800.01 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 106HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR3: Basin 3Runoff = 0.03 cfs @ 12.13 hrs, Volume= 107 cf, Depth= 2.93" Routed to Pond 3 : Surface 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 14 98 Site Impervious423 80 >75% Grass cover, Good, HSG D437 81 Weighted Average423 96.80% Pervious Area14 3.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR3: Basin 3RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0380.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=437 sfRunoff Volume=107 cfRunoff Depth=2.93"Tc=6.0 minCN=810.03 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 107HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR4: Basin 4Runoff = 0.20 cfs @ 12.13 hrs, Volume= 637 cf, Depth= 3.03" Routed to Pond 4 : Surface 4Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 253 98 Impervious2,272 80 >75% Grass cover, Good, HSG D2,525 82 Weighted Average2,272 89.98% Pervious Area253 10.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR4: Basin 4RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=2,525 sfRunoff Volume=637 cfRunoff Depth=3.03"Tc=6.0 minCN=820.20 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 108HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR5: Basin 5Runoff = 0.01 cfs @ 12.13 hrs, Volume= 45 cf, Depth= 3.12" Routed to Pond 5 : Surface 5Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 31 98 Site Impervious141 80 >75% Grass cover, Good, HSG D172 83 Weighted Average141 81.98% Pervious Area31 18.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR5: Basin 5RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=172 sfRunoff Volume=45 cfRunoff Depth=3.12"Tc=6.0 minCN=830.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 109HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR6: Basin 6Runoff = 0.02 cfs @ 12.13 hrs, Volume= 52 cf, Depth= 3.31" Routed to Pond 6 : Surface 6Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 57 98 Site Impervious131 80 >75% Grass cover, Good, HSG D188 85 Weighted Average131 69.68% Pervious Area57 30.32% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR6: Basin 6RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=188 sfRunoff Volume=52 cfRunoff Depth=3.31"Tc=6.0 minCN=850.02 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 110HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR7: Basin 7Runoff = 0.04 cfs @ 12.13 hrs, Volume= 126 cf, Depth= 3.31" Routed to Pond 7 : Surface 7Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 120 98 Site Impervious338 80 >75% Grass cover, Good, HSG D458 85 Weighted Average338 73.80% Pervious Area120 26.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR7: Basin 7RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0440.0420.040.0380.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=458 sfRunoff Volume=126 cfRunoff Depth=3.31"Tc=6.0 minCN=850.04 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 111HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR8: Basin 8Runoff = 0.05 cfs @ 12.13 hrs, Volume= 159 cf, Depth= 3.03" Routed to Pond 8 : Surface 8Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 64 98 Site Impervious566 80 >75% Grass cover, Good, HSG D630 82 Weighted Average566 89.84% Pervious Area64 10.16% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR8: Basin 8RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=630 sfRunoff Volume=159 cfRunoff Depth=3.03"Tc=6.0 minCN=820.05 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 112HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR9: Basin 9Runoff = 0.34 cfs @ 12.13 hrs, Volume= 1,083 cf, Depth= 3.31" Routed to Pond 9 : Surface 9Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 10-YR Rainfall=4.94"Area (sf) CN Description* 1,067 98 Impervious2,856 80 >75% Grass cover, Good, HSG D3,923 85 Weighted Average2,856 72.80% Pervious Area1,067 27.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR9: Basin 9RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D10-YR Rainfall=4.94"Runoff Area=3,923 sfRunoff Volume=1,083 cfRunoff Depth=3.31"Tc=6.0 minCN=850.34 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 113HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-PR: Proposed Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,329 sf, 38.60% Impervious, Inflow Depth = 3.52" for 10-YR eventInflow = 2.98 cfs @ 12.14 hrs, Volume= 12,128 cfOutflow = 2.98 cfs @ 12.14 hrs, Volume= 12,128 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-PR: Proposed SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)3210Inflow Area=41,329 sf2.98 cfs2.98 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 114HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P1: 4" Pipe Under Path[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 3.29" for 10-YR eventInflow = 0.21 cfs @ 12.16 hrs, Volume= 690 cfOutflow = 0.21 cfs @ 12.16 hrs, Volume= 690 cf, Atten= 0%, Lag= 0.0 min Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 5.24 fps, Min. Travel Time= 0.0 minAvg. Velocity = 1.75 fps, Avg. Travel Time= 0.1 minPeak Storage= 1 cf @ 12.16 hrsAverage Depth at Peak Storage= 0.13' , Surface Width= 0.44'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.45 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 15.0' Slope= 0.0667 '/'Inlet Invert= 177.18', Outlet Invert= 176.18' NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 115HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P1: 4" Pipe Under PathInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.230.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,519 sfAvg. Flow Depth=0.13'Max Vel=5.24 fps6.0"Round Pipen=0.013L=15.0'S=0.0667 '/'Capacity=1.45 cfs0.21 cfs0.21 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 116HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P2: 8" Pipe[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 6,492 sf, 18.21% Impervious, Inflow Depth = 3.15" for 10-YR eventInflow = 0.42 cfs @ 12.22 hrs, Volume= 1,706 cfOutflow = 0.42 cfs @ 12.22 hrs, Volume= 1,706 cf, Atten= 0%, Lag= 0.2 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 3.46 fps, Min. Travel Time= 0.3 minAvg. Velocity = 1.14 fps, Avg. Travel Time= 0.9 minPeak Storage= 8 cf @ 12.22 hrsAverage Depth at Peak Storage= 0.25' , Surface Width= 0.65'Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.37 cfs8.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 65.0' Slope= 0.0129 '/'Inlet Invert= 174.50', Outlet Invert= 173.66' NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 117HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P2: 8" PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.460.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=6,492 sfAvg. Flow Depth=0.25'Max Vel=3.46 fps8.0"Round Pipen=0.013L=65.0'S=0.0129 '/'Capacity=1.37 cfs0.42 cfs0.42 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 118HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P3: 4" Outlet Pipe[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 3.53" for 10-YR eventInflow = 0.18 cfs @ 12.14 hrs, Volume= 846 cfOutflow = 0.18 cfs @ 12.15 hrs, Volume= 846 cf, Atten= 0%, Lag= 0.3 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 5.27 fps, Min. Travel Time= 0.4 minAvg. Velocity = 1.49 fps, Avg. Travel Time= 1.5 minPeak Storage= 5 cf @ 12.15 hrsAverage Depth at Peak Storage= 0.12' , Surface Width= 0.42'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.53 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 136.0' Slope= 0.0748 '/'Inlet Invert= 183.17', Outlet Invert= 173.00' NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 119HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P3: 4" Outlet PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,880 sfAvg. Flow Depth=0.12'Max Vel=5.27 fps6.0"Round Pipen=0.013L=136.0'S=0.0748 '/'Capacity=1.53 cfs0.18 cfs0.18 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 120HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1: Surface 1Inflow Area = 1,918 sf, 33.52% Impervious, Inflow Depth = 3.41" for 10-YR eventInflow = 0.17 cfs @ 12.13 hrs, Volume= 545 cfOutflow = 0.17 cfs @ 12.14 hrs, Volume= 545 cf, Atten= 1%, Lag= 0.7 minPrimary = 0.17 cfs @ 12.14 hrs, Volume= 431 cf Routed to Pond 2 : Surface 2Secondary = 0.00 cfs @ 12.14 hrs, Volume= 114 cf Routed to Pond 1S : Subsurface 1Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.33' @ 12.14 hrs Surf.Area= 42 sf Storage= 14 cfPlug-Flow detention time= 10.0 min calculated for 545 cf (100% of inflow)Center-of-Mass det. time= 10.0 min ( 822.1 - 812.0 )Volume Invert Avail.Storage Storage Description#1 182.50' 23 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 2 0 0183.00 17 5 5183.51 55 18 23Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.14 hrs HW=183.33' TW=182.00' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.15 fps)4=Orifice/Grate (Orifice Controls 0.03 cfs @ 0.92 fps)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=183.33' TW=178.21' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 121HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1: Surface 1InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=1,918 sfPeak Elev=183.33'Storage=14 cf0.17 cfs0.17 cfs0.17 cfs0.00 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 122HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1S: Subsurface 1Inflow = 0.00 cfs @ 12.14 hrs, Volume= 114 cfOutflow = 0.00 cfs @ 12.17 hrs, Volume= 114 cf, Atten= 2%, Lag= 1.6 minPrimary = 0.00 cfs @ 12.17 hrs, Volume= 114 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.21' @ 12.17 hrs Surf.Area= 52 sf Storage= 1 cfPlug-Flow detention time= 7.8 min calculated for 114 cf (100% of inflow)Center-of-Mass det. time= 6.8 min ( 955.7 - 948.9 )Volume Invert Avail.Storage Storage Description#1 178.16' 48 cfCustom Stage Data (Prismatic) Listed below (Recalc)122 cf Overall - 1 cf Embedded = 121 cf x 40.0% Voids#2 178.17' 1 cf4.0" Round Pipe Storage Inside #1L= 11.8'49 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.16 52 0 0180.50 52 122 122Device Routing Invert Outlet Devices#1 Primary 178.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 12.17 hrs HW=178.21' TW=178.01' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.67 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 123HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1S: Subsurface 1InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0040.0040.0040.0040.0030.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000Peak Elev=178.21'Storage=1 cf0.00 cfs0.00 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 124HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2: Surface 2Inflow Area = 2,082 sf, 30.88% Impervious, Inflow Depth = 2.71" for 10-YR eventInflow = 0.18 cfs @ 12.14 hrs, Volume= 470 cfOutflow = 0.18 cfs @ 12.14 hrs, Volume= 470 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3 : Surface 3Secondary = 0.18 cfs @ 12.14 hrs, Volume= 470 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.00' @ 0.00 hrs Surf.Area= 2 sf Storage= 0 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 0.0 min ( 791.9 - 791.9 )Volume Invert Avail.Storage Storage Description#1 182.00' 28 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 25 7 7183.01 60 22 28Device Routing Invert Outlet Devices#1 Secondary 182.00'4.00 cfs Exfiltration at all elevations #2 Primary 183.00'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=182.00' TW=181.50' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate ( Controls 0.00 cfs)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=182.00' TW=178.01' (Dynamic Tailwater)1=Exfiltration (Passes 0.00 cfs of 4.00 cfs potential flow) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 125HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2: Surface 2InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,082 sfPeak Elev=182.00'Storage=0 cf0.18 cfs0.18 cfs0.00 cfs0.18 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 126HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2S: Subsurface 2Inflow = 0.18 cfs @ 12.14 hrs, Volume= 584 cfOutflow = 0.18 cfs @ 12.15 hrs, Volume= 584 cf, Atten= 1%, Lag= 0.7 minPrimary = 0.18 cfs @ 12.15 hrs, Volume= 584 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.02' @ 12.15 hrs Surf.Area= 57 sf Storage= 9 cfPlug-Flow detention time= 2.8 min calculated for 584 cf (100% of inflow)Center-of-Mass det. time= 2.5 min ( 826.5 - 824.0 )Volume Invert Avail.Storage Storage Description#1 177.66' 53 cfCustom Stage Data (Prismatic) Listed below (Recalc)133 cf Overall - 1 cf Embedded = 133 cf x 40.0% Voids#2 177.67' 1 cf4.0" Round Pipe Storage Inside #1L= 10.0'54 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.66 57 0 0180.00 57 133 133Device Routing Invert Outlet Devices#1 Primary 177.67'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.15 hrs HW=178.02' TW=177.53' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.05 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 127HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2S: Subsurface 2InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Peak Elev=178.02'Storage=9 cf0.18 cfs0.18 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 128HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3: Surface 3Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 0.51" for 10-YR eventInflow = 0.03 cfs @ 12.13 hrs, Volume= 107 cfOutflow = 0.03 cfs @ 12.14 hrs, Volume= 107 cf, Atten= 0%, Lag= 0.4 minPrimary = 0.03 cfs @ 12.14 hrs, Volume= 24 cf Routed to Reach P1 : 4" Pipe Under PathSecondary = 0.00 cfs @ 12.14 hrs, Volume= 82 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.81' @ 12.14 hrs Surf.Area= 50 sf Storage= 10 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 12.7 min ( 841.1 - 828.4 )Volume Invert Avail.Storage Storage Description#1 181.50' 22 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 15 0 0182.00 71 22 22Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 181.80'12inch-Dome Grate Capacity Primary OutFlow Max=0.03 cfs @ 12.14 hrs HW=181.81' TW=177.31' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.03 cfs)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=181.81' TW=177.51' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 129HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3: Surface 3InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0380.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Inflow Area=2,519 sfPeak Elev=181.81'Storage=10 cf0.03 cfs0.03 cfs0.03 cfs0.00 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 130HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3S: Subsurface 3Inflow = 0.18 cfs @ 12.15 hrs, Volume= 666 cfOutflow = 0.18 cfs @ 12.17 hrs, Volume= 666 cf, Atten= 2%, Lag= 0.8 minPrimary = 0.18 cfs @ 12.17 hrs, Volume= 666 cf Routed to Reach P1 : 4" Pipe Under PathRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.53' @ 12.17 hrs Surf.Area= 71 sf Storage= 11 cfPlug-Flow detention time= 3.3 min calculated for 666 cf (100% of inflow)Center-of-Mass det. time= 3.0 min ( 835.2 - 832.2 )Volume Invert Avail.Storage Storage Description#1 177.17' 66 cfCustom Stage Data (Prismatic) Listed below (Recalc)165 cf Overall - 1 cf Embedded = 164 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'67 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 71 0 0179.50 71 165 165Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.17 hrs HW=177.53' TW=177.31' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.07 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 131HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3S: Subsurface 3InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Peak Elev=177.53'Storage=11 cf0.18 cfs0.18 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 132HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4: Surface 4Inflow Area = 2,525 sf, 10.02% Impervious, Inflow Depth = 3.03" for 10-YR eventInflow = 0.20 cfs @ 12.13 hrs, Volume= 637 cfOutflow = 0.17 cfs @ 12.17 hrs, Volume= 637 cf, Atten= 15%, Lag= 2.3 minPrimary = 0.16 cfs @ 12.17 hrs, Volume= 260 cf Routed to Pond 5 : Surface 5Secondary = 0.02 cfs @ 12.17 hrs, Volume= 377 cf Routed to Pond 4S : Subsurface 4Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.32' @ 12.17 hrs Surf.Area= 186 sf Storage= 80 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 22.9 min ( 848.2 - 825.3 )Volume Invert Avail.Storage Storage Description#1 182.50' 119 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 14 0 0183.00 114 32 32183.51 229 87 119Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.17 hrs HW=183.32' TW=182.82' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.09 fps)4=Orifice/Grate (Orifice Controls 0.03 cfs @ 0.85 fps)Secondary OutFlow Max=0.02 cfs @ 12.17 hrs HW=183.32' TW=178.26' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.02 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 133HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4: Surface 4InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,525 sfPeak Elev=183.32'Storage=80 cf0.20 cfs0.17 cfs0.16 cfs0.02 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 134HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4S: Subsurface 4Inflow = 0.02 cfs @ 12.17 hrs, Volume= 377 cfOutflow = 0.02 cfs @ 12.23 hrs, Volume= 376 cf, Atten= 4%, Lag= 3.7 minPrimary = 0.02 cfs @ 12.23 hrs, Volume= 376 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.26' @ 12.23 hrs Surf.Area= 229 sf Storage= 9 cfPlug-Flow detention time= 15.4 min calculated for 376 cf (100% of inflow)Center-of-Mass det. time= 13.9 min ( 934.9 - 920.9 )Volume Invert Avail.Storage Storage Description#1 178.17' 212 cfCustom Stage Data (Prismatic) Listed below (Recalc)534 cf Overall - 3 cf Embedded = 530 cf x 40.0% Voids#2 178.18' 3 cf4.0" Round Pipe Storage Inside #1L= 36.0'215 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.17 229 0 0180.50 229 534 534Device Routing Invert Outlet Devices#1 Primary 178.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.23 hrs HW=178.26' TW=177.78' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.98 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 135HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4S: Subsurface 4InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=178.26'Storage=9 cf0.02 cfs0.02 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 136HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5: Surface 5Inflow Area = 2,697 sf, 10.53% Impervious, Inflow Depth = 1.36" for 10-YR eventInflow = 0.17 cfs @ 12.17 hrs, Volume= 305 cfOutflow = 0.16 cfs @ 12.18 hrs, Volume= 305 cf, Atten= 2%, Lag= 1.0 minPrimary = 0.16 cfs @ 12.18 hrs, Volume= 244 cf Routed to Pond 6 : Surface 6Secondary = 0.01 cfs @ 12.18 hrs, Volume= 61 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.82' @ 12.18 hrs Surf.Area= 56 sf Storage= 24 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 7.8 min ( 762.3 - 754.5 )Volume Invert Avail.Storage Storage Description#1 182.00' 36 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 36 10 10183.01 68 27 36Device Routing Invert Outlet Devices#1 Secondary 182.00'4.000 in/hr Exfiltration over Surface area #2 Primary 183.00'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.18 hrs HW=182.82' TW=182.33' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.11 fps)4=Orifice/Grate (Orifice Controls 0.03 cfs @ 0.88 fps)Secondary OutFlow Max=0.01 cfs @ 12.18 hrs HW=182.82' TW=177.77' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 137HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5: Surface 5InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,697 sfPeak Elev=182.82'Storage=24 cf0.17 cfs0.16 cfs0.16 cfs0.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 138HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5S: Subsurface 5Inflow = 0.02 cfs @ 12.22 hrs, Volume= 437 cfOutflow = 0.02 cfs @ 12.24 hrs, Volume= 436 cf, Atten= 0%, Lag= 1.3 minPrimary = 0.02 cfs @ 12.24 hrs, Volume= 436 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.78' @ 12.24 hrs Surf.Area= 68 sf Storage= 3 cfPlug-Flow detention time= 4.3 min calculated for 436 cf (100% of inflow)Center-of-Mass det. time= 3.8 min ( 925.8 - 922.0 )Volume Invert Avail.Storage Storage Description#1 177.67' 63 cfCustom Stage Data (Prismatic) Listed below (Recalc)158 cf Overall - 1 cf Embedded = 157 cf x 40.0% Voids#2 177.68' 1 cf4.0" Round Pipe Storage Inside #1L= 12.0'64 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.67 68 0 0180.00 68 158 158Device Routing Invert Outlet Devices#1 Primary 177.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.24 hrs HW=177.78' TW=177.29' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.05 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 139HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5S: Subsurface 5InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0240.0230.0220.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=177.78'Storage=3 cf0.02 cfs0.02 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 140HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6: Surface 6Inflow Area = 2,885 sf, 11.82% Impervious, Inflow Depth = 1.23" for 10-YR eventInflow = 0.17 cfs @ 12.18 hrs, Volume= 296 cfOutflow = 0.17 cfs @ 12.20 hrs, Volume= 296 cf, Atten= 2%, Lag= 1.0 minPrimary = 0.16 cfs @ 12.20 hrs, Volume= 234 cf Routed to Pond 7 : Surface 7Secondary = 0.01 cfs @ 12.20 hrs, Volume= 62 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.33' @ 12.20 hrs Surf.Area= 55 sf Storage= 26 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 7.7 min ( 762.8 - 755.0 )Volume Invert Avail.Storage Storage Description#1 181.50' 37 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 2 0 0182.00 40 11 11182.51 63 26 37Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 182.50'9.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.20 hrs HW=182.33' TW=181.34' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.14 fps)4=Orifice/Grate (Orifice Controls 0.03 cfs @ 0.90 fps)Secondary OutFlow Max=0.01 cfs @ 12.20 hrs HW=182.33' TW=177.29' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 141HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6: Surface 6InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,885 sfPeak Elev=182.33'Storage=26 cf0.17 cfs0.17 cfs0.16 cfs0.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 142HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6S: Subsurface 6Inflow = 0.03 cfs @ 12.23 hrs, Volume= 498 cfOutflow = 0.03 cfs @ 12.25 hrs, Volume= 498 cf, Atten= 0%, Lag= 1.1 minPrimary = 0.03 cfs @ 12.25 hrs, Volume= 498 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.29' @ 12.25 hrs Surf.Area= 63 sf Storage= 3 cfPlug-Flow detention time= 4.1 min calculated for 498 cf (100% of inflow)Center-of-Mass det. time= 3.3 min ( 918.5 - 915.2 )Volume Invert Avail.Storage Storage Description#1 177.17' 58 cfCustom Stage Data (Prismatic) Listed below (Recalc)147 cf Overall - 1 cf Embedded = 146 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 13.0'59 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 63 0 0179.50 63 147 147Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.25 hrs HW=177.29' TW=176.55' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.11 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 143HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6S: Subsurface 6InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Peak Elev=177.29'Storage=3 cf0.03 cfs0.03 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 144HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7: Surface 7Inflow Area = 3,343 sf, 13.79% Impervious, Inflow Depth = 1.29" for 10-YR eventInflow = 0.19 cfs @ 12.18 hrs, Volume= 360 cfOutflow = 0.18 cfs @ 12.21 hrs, Volume= 360 cf, Atten= 5%, Lag= 1.8 minPrimary = 0.17 cfs @ 12.21 hrs, Volume= 243 cf Routed to Pond 8 : Surface 8Secondary = 0.01 cfs @ 12.21 hrs, Volume= 117 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.34' @ 12.21 hrs Surf.Area= 97 sf Storage= 50 cfPlug-Flow detention time= 18.5 min calculated for 360 cf (100% of inflow)Center-of-Mass det. time= 18.5 min ( 786.6 - 768.1 )Volume Invert Avail.Storage Storage Description#1 180.00' 69 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)180.00 2 0 0180.50 18 5 5181.00 58 19 24181.51 117 45 69Device Routing Invert Outlet Devices#1 Secondary 180.00'4.000 in/hr Exfiltration over Surface area #2 Primary 181.50'10.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 181.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 181.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.21 hrs HW=181.34' TW=180.07' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.14 cfs @ 2.20 fps)4=Orifice/Grate (Orifice Controls 0.04 cfs @ 0.97 fps)Secondary OutFlow Max=0.01 cfs @ 12.21 hrs HW=181.34' TW=176.63' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 145HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7: Surface 7InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=3,343 sfPeak Elev=181.34'Storage=50 cf0.19 cfs0.18 cfs0.17 cfs0.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 146HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7S: Subsurface 7[62] Hint: Exceeded Reach P1 OUTLET depth by 0.35' @ 12.19 hrsInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 6.22" for 10-YR eventInflow = 0.24 cfs @ 12.16 hrs, Volume= 1,305 cfOutflow = 0.23 cfs @ 12.19 hrs, Volume= 1,305 cf, Atten= 4%, Lag= 1.5 minPrimary = 0.23 cfs @ 12.19 hrs, Volume= 1,305 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 176.65' @ 12.19 hrs Surf.Area= 117 sf Storage= 24 cfPlug-Flow detention time= 4.0 min calculated for 1,305 cf (100% of inflow)Center-of-Mass det. time= 3.7 min ( 872.4 - 868.7 )Volume Invert Avail.Storage Storage Description#1 176.17' 108 cfCustom Stage Data (Prismatic) Listed below (Recalc)273 cf Overall - 2 cf Embedded = 271 cf x 40.0% Voids#2 176.18' 2 cf4.0" Round Pipe Storage Inside #1L= 21.0'110 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)176.17 117 0 0178.50 117 273 273Device Routing Invert Outlet Devices#1 Primary 176.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.19 hrs HW=176.65' TW=175.15' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.23 cfs @ 2.65 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 147HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7S: Subsurface 7InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfPeak Elev=176.65'Storage=24 cf0.24 cfs0.23 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 148HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8: Surface 8Inflow Area = 3,973 sf, 13.21% Impervious, Inflow Depth = 1.21" for 10-YR eventInflow = 0.21 cfs @ 12.20 hrs, Volume= 402 cfOutflow = 0.20 cfs @ 12.22 hrs, Volume= 402 cf, Atten= 2%, Lag= 1.5 minPrimary = 0.19 cfs @ 12.22 hrs, Volume= 192 cf Routed to Reach P2 : 8" PipeSecondary = 0.02 cfs @ 12.22 hrs, Volume= 210 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 180.07' @ 12.22 hrs Surf.Area= 164 sf Storage= 81 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 28.4 min ( 804.4 - 776.0 )Volume Invert Avail.Storage Storage Description#1 179.00' 164 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)179.00 7 0 0179.50 49 14 14179.75 120 21 35180.50 223 129 164Device Routing Invert Outlet Devices#1 Secondary 179.00'4.000 in/hr Exfiltration over Surface area #2 Primary 180.00'12inch-Dome Grate Capacity Primary OutFlow Max=0.19 cfs @ 12.22 hrs HW=180.07' TW=174.75' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.19 cfs)Secondary OutFlow Max=0.02 cfs @ 12.22 hrs HW=180.07' TW=175.16' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.02 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 149HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8: Surface 8InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=3,973 sfPeak Elev=180.07'Storage=81 cf0.21 cfs0.20 cfs0.19 cfs0.02 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 150HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8S: Subsurface 8Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 7.22" for 10-YR eventInflow = 0.25 cfs @ 12.19 hrs, Volume= 1,515 cfOutflow = 0.24 cfs @ 12.22 hrs, Volume= 1,514 cf, Atten= 4%, Lag= 1.6 minPrimary = 0.24 cfs @ 12.22 hrs, Volume= 1,514 cf Routed to Reach P2 : 8" PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 175.17' @ 12.22 hrs Surf.Area= 120 sf Storage= 25 cfPlug-Flow detention time= 3.8 min calculated for 1,514 cf (100% of inflow)Center-of-Mass det. time= 3.5 min ( 874.2 - 870.7 )Volume Invert Avail.Storage Storage Description#1 174.67' 111 cfCustom Stage Data (Prismatic) Listed below (Recalc)280 cf Overall - 2 cf Embedded = 278 cf x 40.0% Voids#2 174.68' 2 cf4.0" Round Pipe Storage Inside #1L= 24.0'113 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.67 120 0 0177.00 120 280 280Device Routing Invert Outlet Devices#1 Primary 174.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.22 hrs HW=175.16' TW=174.75' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.24 cfs @ 2.71 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 151HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8S: Subsurface 8InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfPeak Elev=175.17'Storage=25 cf0.25 cfs0.24 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 152HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9: Surface 9Inflow Area = 3,923 sf, 27.20% Impervious, Inflow Depth = 3.31" for 10-YR eventInflow = 0.34 cfs @ 12.13 hrs, Volume= 1,083 cfOutflow = 0.34 cfs @ 12.13 hrs, Volume= 1,083 cf, Atten= 0%, Lag= 0.2 minPrimary = 0.34 cfs @ 12.13 hrs, Volume= 833 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.13 hrs, Volume= 250 cf Routed to Pond 9S : Subsurface 9Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.36' @ 12.13 hrs Surf.Area= 61 sf Storage= 11 cfPlug-Flow detention time= 5.2 min calculated for 1,083 cf (100% of inflow)Center-of-Mass det. time= 5.2 min ( 820.7 - 815.5 )Volume Invert Avail.Storage Storage Description#1 174.00' 86 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.00 1 0 0175.00 170 86 86Device Routing Invert Outlet Devices#1 Primary 174.25'12inch-Dome Grate Capacity #2 Secondary 174.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.34 cfs @ 12.13 hrs HW=174.36' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.34 cfs)Secondary OutFlow Max=0.01 cfs @ 12.13 hrs HW=174.36' TW=170.72' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 153HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9: Surface 9InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3,923 sfPeak Elev=174.36'Storage=11 cf0.34 cfs0.34 cfs0.34 cfs0.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 154HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9S: Subsurface 9Inflow = 0.01 cfs @ 12.13 hrs, Volume= 250 cfOutflow = 0.01 cfs @ 12.22 hrs, Volume= 248 cf, Atten= 10%, Lag= 5.2 minPrimary = 0.01 cfs @ 12.22 hrs, Volume= 248 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.73' @ 12.22 hrs Surf.Area= 170 sf Storage= 9 cfPlug-Flow detention time= 38.2 min calculated for 248 cf (99% of inflow)Center-of-Mass det. time= 34.9 min ( 989.7 - 954.7 )Volume Invert Avail.Storage Storage Description#1 170.67' 395 cfCustom Stage Data (Prismatic) Listed below (Recalc)396 cf Overall - 1 cf Embedded = 395 cf#2 170.68' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'396 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)170.67 170 0 0173.00 170 396 396Device Routing Invert Outlet Devices#1 Primary 170.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.22 hrs HW=170.73' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.72 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 155HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9S: Subsurface 9InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=170.73'Storage=9 cf0.01 cfs0.01 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 156HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10: Surface 10Inflow Area = 3,386 sf, 9.57% Impervious, Inflow Depth = 3.03" for 10-YR eventInflow = 0.27 cfs @ 12.13 hrs, Volume= 854 cfOutflow = 0.27 cfs @ 12.14 hrs, Volume= 854 cf, Atten= 1%, Lag= 0.5 minPrimary = 0.26 cfs @ 12.14 hrs, Volume= 442 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.14 hrs, Volume= 412 cf Routed to Pond 10S : Subsurface 10Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.34' @ 12.14 hrs Surf.Area= 118 sf Storage= 32 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 11.0 min ( 836.3 - 825.3 )Volume Invert Avail.Storage Storage Description#1 173.00' 142 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)173.00 68 0 0174.00 215 142 142Device Routing Invert Outlet Devices#1 Primary 173.25'12inch-Dome Grate Capacity #2 Secondary 173.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.26 cfs @ 12.14 hrs HW=173.34' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.26 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=173.34' TW=168.74' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 157HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10: Surface 10InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3,386 sfPeak Elev=173.34'Storage=32 cf0.27 cfs0.27 cfs0.26 cfs0.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 158HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10S: Subsurface 10Inflow = 0.01 cfs @ 12.14 hrs, Volume= 412 cfOutflow = 0.01 cfs @ 12.18 hrs, Volume= 411 cf, Atten= 1%, Lag= 2.5 minPrimary = 0.01 cfs @ 12.18 hrs, Volume= 411 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 168.74' @ 12.18 hrs Surf.Area= 215 sf Storage= 6 cfPlug-Flow detention time= 12.2 min calculated for 411 cf (100% of inflow)Center-of-Mass det. time= 11.3 min ( 948.2 - 936.9 )Volume Invert Avail.Storage Storage Description#1 168.67' 200 cfCustom Stage Data (Prismatic) Listed below (Recalc)501 cf Overall - 2 cf Embedded = 499 cf x 40.0% Voids#2 168.68' 2 cf4.0" Round Pipe Storage Inside #1L= 18.0'201 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)168.67 215 0 0171.00 215 501 501Device Routing Invert Outlet Devices#1 Primary 168.68'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.18 hrs HW=168.74' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.83 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 159HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10S: Subsurface 10InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0120.0110.0110.010.010.0090.0090.0080.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=168.74'Storage=6 cf0.01 cfs0.01 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 160HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11: Surface 11Inflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 3.53" for 10-YR eventInflow = 0.19 cfs @ 12.13 hrs, Volume= 846 cfOutflow = 0.19 cfs @ 12.14 hrs, Volume= 846 cf, Atten= 1%, Lag= 0.5 minPrimary = 0.18 cfs @ 12.14 hrs, Volume= 267 cf Routed to Reach P3 : 4" Outlet PipeSecondary = 0.01 cfs @ 12.14 hrs, Volume= 579 cf Routed to Pond 11S : Subsurface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 185.37' @ 12.14 hrs Surf.Area= 113 sf Storage= 51 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 41.8 min ( 1,034.6 - 992.8 )Volume Invert Avail.Storage Storage Description#1 184.50' 284 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)184.50 23 0 0185.00 56 20 20186.00 211 134 153186.50 310 130 284Device Routing Invert Outlet Devices#1 Secondary 184.50'4.000 in/hr Exfiltration over Surface area #2 Primary 185.30'12inch-Dome Grate Capacity Primary OutFlow Max=0.18 cfs @ 12.14 hrs HW=185.37' TW=183.29' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.18 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=185.37' TW=183.29' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 161HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11: Surface 11InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=2,880 sfPeak Elev=185.37'Storage=51 cf0.19 cfs0.19 cfs0.18 cfs0.01 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 162HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11S: Subsurface 11[90] Warning: Qout>Qin may require smaller dt or Finer RoutingInflow = 0.01 cfs @ 12.14 hrs, Volume= 579 cfOutflow = 0.02 cfs @ 12.22 hrs, Volume= 579 cf, Atten= 0%, Lag= 5.1 minPrimary = 0.02 cfs @ 12.22 hrs, Volume= 579 cf Routed to Reach P3 : 4" Outlet PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.29' @ 12.17 hrs Surf.Area= 310 sf Storage= 15 cfPlug-Flow detention time= 19.2 min calculated for 579 cf (100% of inflow)Center-of-Mass det. time= 18.8 min ( 1,189.7 - 1,170.9 )Volume Invert Avail.Storage Storage Description#1 183.17' 289 cfCustom Stage Data (Prismatic) Listed below (Recalc)722 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)183.17 310 0 0185.50 310 722 722Device Routing Invert Outlet Devices#1 Primary 183.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.22 hrs HW=183.28' TW=183.27' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.64 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 163HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11S: Subsurface 11InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=183.29'Storage=15 cf0.01 cfs0.02 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 164HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 29P: Landscape FilterInflow Area = 5,639 sf,100.00% Impervious, Inflow Depth = 4.61" for 10-YR eventInflow = 0.48 cfs @ 12.13 hrs, Volume= 2,166 cfOutflow = 0.42 cfs @ 12.18 hrs, Volume= 2,162 cf, Atten= 12%, Lag= 3.1 minPrimary = 0.42 cfs @ 12.18 hrs, Volume= 2,162 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.96' @ 12.18 hrs Surf.Area= 1,000 sf Storage= 182 cfPlug-Flow detention time= 23.8 min calculated for 2,162 cf (100% of inflow)Center-of-Mass det. time= 22.4 min ( 772.4 - 750.0 )Volume Invert Avail.Storage Storage Description#1 170.50' 1,000 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Voids Inc.Store Cum.Store(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)170.50 1,000 0.0 0 0170.51 1,000 40.0 4 4171.50 1,000 40.0 396 400171.51 1,000 20.0 2 402174.50 1,000 20.0 598 1,000Device Routing Invert Outlet Devices#1 Primary 170.51'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.42 cfs @ 12.18 hrs HW=170.96' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.42 cfs @ 2.27 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 165HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 29P: Landscape FilterInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Inflow Area=5,639 sfPeak Elev=170.96'Storage=182 cf0.48 cfs0.42 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 166HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 30P: Porous PaversInflow Area = 443 sf, 33.86% Impervious, Inflow Depth = 3.41" for 10-YR eventInflow = 0.00 cfs @ 20.97 hrs, Volume= 126 cfOutflow = 0.00 cfs @ 21.10 hrs, Volume= 125 cf, Atten= 0%, Lag= 7.7 minPrimary = 0.00 cfs @ 21.10 hrs, Volume= 125 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.96' @ 21.10 hrs Surf.Area= 150 sf Storage= 2 cfPlug-Flow detention time= 25.4 min calculated for 125 cf (100% of inflow)Center-of-Mass det. time= 19.2 min ( 1,453.7 - 1,434.6 )Volume Invert Avail.Storage Storage Description#1 174.92' 135 cf31" section beneath paver (Prismatic) Listed below (Recalc)387 cf Overall - 2 cf Embedded = 385 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'137 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 150 0 0177.50 150 387 387Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 21.10 hrs HW=174.96' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.62 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 167HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 30P: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000Inflow Area=443 sfPeak Elev=174.96'Storage=2 cf0.00 cfs0.00 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 168HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 31P: Distribution Pipes[57] Hint: Peaked at 173.85' (Flood elevation advised)Inflow Area = 2,750 sf,100.00% Impervious, Inflow Depth = 4.70" for 10-YR eventInflow = 0.30 cfs @ 12.13 hrs, Volume= 1,078 cfOutflow = 0.30 cfs @ 12.13 hrs, Volume= 1,078 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.23 cfs @ 12.13 hrs, Volume= 1,057 cf Routed to Pond 29P : Landscape FilterSecondary = 0.06 cfs @ 12.13 hrs, Volume= 21 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.85' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'6.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.13 hrs HW=173.85' TW=170.93' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.23 cfs @ 2.68 fps)Secondary OutFlow Max=0.06 cfs @ 12.13 hrs HW=173.85' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.06 cfs @ 1.31 fps)Pond 31P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,750 sfPeak Elev=173.85'0.30 cfs0.30 cfs0.23 cfs0.06 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 169HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 33P: Distribution Pipes[57] Hint: Peaked at 173.88' (Flood elevation advised)Inflow Area = 2,889 sf,100.00% Impervious, Inflow Depth = 4.70" for 10-YR eventInflow = 0.31 cfs @ 12.13 hrs, Volume= 1,132 cfOutflow = 0.31 cfs @ 12.13 hrs, Volume= 1,132 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.25 cfs @ 12.13 hrs, Volume= 1,109 cf Routed to Pond 29P : Landscape FilterSecondary = 0.07 cfs @ 12.13 hrs, Volume= 23 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.88' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'4.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.13 hrs HW=173.88' TW=170.93' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.25 cfs @ 2.81 fps)Secondary OutFlow Max=0.07 cfs @ 12.13 hrs HW=173.88' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.07 cfs @ 1.43 fps)Pond 33P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,889 sfPeak Elev=173.88'0.31 cfs0.31 cfs0.25 cfs0.07 cfs NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 170HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PN: Porous PaversInflow Area = 676 sf, 77.51% Impervious, Inflow Depth = 4.25" for 10-YR eventInflow = 0.01 cfs @ 20.96 hrs, Volume= 239 cfOutflow = 0.01 cfs @ 21.00 hrs, Volume= 238 cf, Atten= 0%, Lag= 2.4 minPrimary = 0.01 cfs @ 21.00 hrs, Volume= 238 cf Routed to Pond 11 : Surface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 188.48' @ 21.00 hrs Surf.Area= 464 sf Storage= 10 cfPlug-Flow detention time= 56.7 min calculated for 238 cf (99% of inflow)Center-of-Mass det. time= 47.2 min ( 1,446.7 - 1,399.5 )Volume Invert Avail.Storage Storage Description#1 188.42' 417 cf31" section beneath pavers (Prismatic) Listed below (Recalc)1,197 cf Overall - 6 cf Embedded = 1,191 cf x 35.0% Voids#2 188.43' 6 cf4.0" Round Pipe Storage Inside #1L= 67.0'423 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)188.42 464 0 0191.00 464 1,197 1,197Device Routing Invert Outlet Devices#1 Primary 188.43'4.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 188.43' / 186.00' S= 0.3471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Primary OutFlow Max=0.01 cfs @ 21.00 hrs HW=188.48' TW=185.23' (Dynamic Tailwater)1=Culvert (Inlet Controls 0.01 cfs @ 0.61 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 171HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PN: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Inflow Area=676 sfPeak Elev=188.48'Storage=10 cf4.0"Round Culvertn=0.013L=7.0'S=0.3471 '/'0.01 cfs0.01 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 172HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PS: Porous PaversInflow Area = 2,379 sf, 11.60% Impervious, Inflow Depth = 3.03" for 10-YR eventInflow = 0.01 cfs @ 21.71 hrs, Volume= 600 cfOutflow = 0.01 cfs @ 21.72 hrs, Volume= 599 cf, Atten= 0%, Lag= 0.7 minPrimary = 0.01 cfs @ 21.72 hrs, Volume= 599 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 175.00' @ 21.72 hrs Surf.Area= 248 sf Storage= 8 cfPlug-Flow detention time= 15.8 min calculated for 599 cf (100% of inflow)Center-of-Mass det. time= 13.4 min ( 1,461.5 - 1,448.1 )Volume Invert Avail.Storage Storage Description#1 174.92' 223 cf31" section beneath paver (Prismatic) Listed below (Recalc)640 cf Overall - 2 cf Embedded = 637 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'226 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 248 0 0177.50 248 640 640Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 21.72 hrs HW=175.00' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.92 fps) NOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 173HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PS: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Inflow Area=2,379 sfPeak Elev=175.00'Storage=8 cf0.01 cfs0.01 cfsNOAA 24-hr D 10-YR Rainfall=4.94"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 174HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Link 33L: On-site Closed DrainageInflow Area = 27,635 sf, 35.49% Impervious, Inflow Depth = 3.48" for 10-YR eventInflow = 1.71 cfs @ 12.14 hrs, Volume= 8,007 cfPrimary = 1.71 cfs @ 12.14 hrs, Volume= 8,007 cf, Atten= 0%, Lag= 0.0 min Routed to Reach DP-PR : Proposed SitePrimary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsLink 33L: On-site Closed DrainageInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)10Inflow Area=27,635 sf1.71 cfs1.71 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 175HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=1,918 sf 33.52% Impervious Runoff Depth=4.50"Subcatchment PR1: Basin 1 Tc=6.0 min CN=86 Runoff=0.22 cfs 720 cfRunoff Area=3,386 sf 9.57% Impervious Runoff Depth=4.08"Subcatchment PR10: Basin 10 Tc=6.0 min CN=82 Runoff=0.37 cfs 1,151 cfRunoff Area=2,204 sf 27.72% Impervious Runoff Depth=4.40"Subcatchment PR11: Basin 11 Tc=6.0 min CN=85 Runoff=0.25 cfs 808 cfRunoff Area=2,493 sf 1.36% Impervious Runoff Depth=3.87"Subcatchment PR12: West site to Area Drain Tc=6.0 min CN=80 Runoff=0.26 cfs 804 cfRunoff Area=2,379 sf 11.60% Impervious Runoff Depth=4.08"Subcatchment PR13: Pavers front Tc=674.0 min CN=82 Runoff=0.02 cfs 809 cfRunoff Area=676 sf 77.51% Impervious Runoff Depth=5.40"Subcatchment PR14: Pavers North Tc=674.0 min CN=94 Runoff=0.01 cfs 304 cfRunoff Area=2,750 sf 100.00% Impervious Runoff Depth=5.86"Subcatchment PR15a: Roof West Tc=6.0 min CN=98 Runoff=0.37 cfs 1,343 cfRunoff Area=2,889 sf 100.00% Impervious Runoff Depth=5.86"Subcatchment PR15b: Roof East Tc=6.0 min CN=98 Runoff=0.39 cfs 1,411 cfRunoff Area=13,694 sf 44.87% Impervious Runoff Depth=4.72"Subcatchment PR16: Remainder of site Tc=6.0 min CN=88 Runoff=1.65 cfs 5,389 cfRunoff Area=443 sf 33.86% Impervious Runoff Depth=4.50"Subcatchment PR17: Pavers path Tc=674.0 min CN=86 Runoff=0.00 cfs 166 cfRunoff Area=164 sf 0.00% Impervious Runoff Depth=3.87"Subcatchment PR2: Basin 2 Tc=6.0 min CN=80 Runoff=0.02 cfs 53 cfRunoff Area=437 sf 3.20% Impervious Runoff Depth=3.97"Subcatchment PR3: Basin 3 Tc=6.0 min CN=81 Runoff=0.05 cfs 145 cfRunoff Area=2,525 sf 10.02% Impervious Runoff Depth=4.08"Subcatchment PR4: Basin 4 Tc=6.0 min CN=82 Runoff=0.27 cfs 858 cfRunoff Area=172 sf 18.02% Impervious Runoff Depth=4.18"Subcatchment PR5: Basin 5 Tc=6.0 min CN=83 Runoff=0.02 cfs 60 cfRunoff Area=188 sf 30.32% Impervious Runoff Depth=4.40"Subcatchment PR6: Basin 6 Tc=6.0 min CN=85 Runoff=0.02 cfs 69 cfRunoff Area=458 sf 26.20% Impervious Runoff Depth=4.40"Subcatchment PR7: Basin 7 Tc=6.0 min CN=85 Runoff=0.05 cfs 168 cfNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 176HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCRunoff Area=630 sf 10.16% Impervious Runoff Depth=4.08"Subcatchment PR8: Basin 8 Tc=6.0 min CN=82 Runoff=0.07 cfs 214 cfRunoff Area=3,923 sf 27.20% Impervious Runoff Depth=4.40"Subcatchment PR9: Basin 9 Tc=6.0 min CN=85 Runoff=0.45 cfs 1,437 cf Inflow=4.09 cfs 15,896 cfReach DP-PR: Proposed Site Outflow=4.09 cfs 15,896 cfAvg. Flow Depth=0.15' Max Vel=5.64 fps Inflow=0.27 cfs 917 cfReach P1: 4" Pipe Under Path6.0" Round Pipe n=0.013 L=15.0' S=0.0667 '/' Capacity=1.45 cfs Outflow=0.27 cfs 917 cfAvg. Flow Depth=0.30' Max Vel=3.75 fps Inflow=0.57 cfs 2,284 cfReach P2: 8" Pipe8.0" Round Pipe n=0.013 L=65.0' S=0.0129 '/' Capacity=1.37 cfs Outflow=0.57 cfs 2,284 cfAvg. Flow Depth=0.13' Max Vel=5.69 fps Inflow=0.24 cfs 1,110 cfReach P3: 4" Outlet Pipe6.0" Round Pipe n=0.013 L=136.0' S=0.0748 '/' Capacity=1.53 cfs Outflow=0.24 cfs 1,110 cfPeak Elev=183.38' Storage=17 cf Inflow=0.22 cfs 720 cfPond 1: Surface 1 Primary=0.22 cfs 596 cf Secondary=0.00 cfs 124 cf Outflow=0.22 cfs 720 cfPeak Elev=178.21' Storage=1 cf Inflow=0.00 cfs 124 cfPond 1S: Subsurface 1 Outflow=0.00 cfs 124 cfPeak Elev=182.00' Storage=0 cf Inflow=0.23 cfs 649 cfPond 2: Surface 2 Primary=0.00 cfs 0 cf Secondary=0.23 cfs 649 cf Outflow=0.23 cfs 649 cfPeak Elev=178.14' Storage=12 cf Inflow=0.24 cfs 773 cfPond 2S: Subsurface 2 Outflow=0.23 cfs 772 cfPeak Elev=181.82' Storage=10 cf Inflow=0.05 cfs 145 cfPond 3: Surface 3 Primary=0.04 cfs 43 cf Secondary=0.00 cfs 101 cf Outflow=0.05 cfs 145 cfPeak Elev=177.65' Storage=15 cf Inflow=0.24 cfs 874 cfPond 3S: Subsurface 3 Outflow=0.23 cfs 873 cfPeak Elev=183.39' Storage=93 cf Inflow=0.27 cfs 858 cfPond 4: Surface 4 Primary=0.22 cfs 404 cf Secondary=0.02 cfs 455 cf Outflow=0.24 cfs 858 cfPeak Elev=178.27' Storage=9 cf Inflow=0.02 cfs 455 cfPond 4S: Subsurface 4 Outflow=0.02 cfs 454 cfPeak Elev=182.89' Storage=28 cf Inflow=0.24 cfs 464 cfPond 5: Surface 5 Primary=0.23 cfs 386 cf Secondary=0.01 cfs 77 cf Outflow=0.23 cfs 464 cfPeak Elev=177.78' Storage=3 cf Inflow=0.02 cfs 531 cfPond 5S: Subsurface 5 Outflow=0.02 cfs 531 cfPeak Elev=182.40' Storage=30 cf Inflow=0.24 cfs 455 cfPond 6: Surface 6 Primary=0.23 cfs 378 cf Secondary=0.01 cfs 77 cf Outflow=0.24 cfs 455 cf NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 177HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPeak Elev=177.29' Storage=3 cf Inflow=0.03 cfs 608 cfPond 6S: Subsurface 6 Outflow=0.03 cfs 608 cfPeak Elev=181.42' Storage=58 cf Inflow=0.27 cfs 546 cfPond 7: Surface 7 Primary=0.25 cfs 403 cf Secondary=0.01 cfs 143 cf Outflow=0.26 cfs 546 cfPeak Elev=176.82' Storage=31 cf Inflow=0.31 cfs 1,667 cfPond 7S: Subsurface 7 Outflow=0.29 cfs 1,667 cfPeak Elev=180.10' Storage=85 cf Inflow=0.30 cfs 617 cfPond 8: Surface 8 Primary=0.28 cfs 368 cf Secondary=0.02 cfs 249 cf Outflow=0.30 cfs 617 cfPeak Elev=175.33' Storage=33 cf Inflow=0.30 cfs 1,916 cfPond 8S: Subsurface 8 Outflow=0.29 cfs 1,916 cfPeak Elev=174.38' Storage=12 cf Inflow=0.45 cfs 1,437 cfPond 9: Surface 9 Primary=0.44 cfs 1,170 cf Secondary=0.01 cfs 267 cf Outflow=0.45 cfs 1,437 cfPeak Elev=170.73' Storage=10 cf Inflow=0.01 cfs 267 cfPond 9S: Subsurface 9 Outflow=0.01 cfs 265 cfPeak Elev=173.36' Storage=34 cf Inflow=0.37 cfs 1,151 cfPond 10: Surface 10 Primary=0.35 cfs 668 cf Secondary=0.01 cfs 483 cf Outflow=0.36 cfs 1,151 cfPeak Elev=168.74' Storage=6 cf Inflow=0.01 cfs 483 cfPond 10S: Subsurface 10 Outflow=0.01 cfs 482 cfPeak Elev=185.38' Storage=53 cf Inflow=0.25 cfs 1,110 cfPond 11: Surface 11 Primary=0.24 cfs 439 cf Secondary=0.01 cfs 671 cf Outflow=0.25 cfs 1,110 cfPeak Elev=183.31' Storage=17 cf Inflow=0.01 cfs 671 cfPond 11S: Subsurface 11 Outflow=0.02 cfs 671 cfPeak Elev=170.99' Storage=198 cf Inflow=0.52 cfs 2,658 cfPond 29P: Landscape Filter Outflow=0.46 cfs 2,653 cfPeak Elev=174.97' Storage=3 cf Inflow=0.00 cfs 166 cfPond 30P: Porous Pavers Outflow=0.00 cfs 166 cfPeak Elev=173.90' Inflow=0.37 cfs 1,343 cfPond 31P: Distribution Pipes Primary=0.25 cfs 1,297 cf Secondary=0.11 cfs 47 cf Outflow=0.37 cfs 1,343 cfPeak Elev=173.95' Inflow=0.39 cfs 1,411 cfPond 33P: Distribution Pipes Primary=0.27 cfs 1,361 cf Secondary=0.12 cfs 50 cf Outflow=0.39 cfs 1,411 cfPeak Elev=188.49' Storage=11 cf Inflow=0.01 cfs 304 cfPond PN: Porous Pavers4.0" Round Culvert n=0.013 L=7.0' S=0.3471 '/' Outflow=0.01 cfs 302 cfPeak Elev=175.02' Storage=9 cf Inflow=0.02 cfs 809 cfPond PS: Porous Pavers Outflow=0.02 cfs 808 cfNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 178HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLC Inflow=2.45 cfs 10,508 cfLink 33L: On-site Closed Drainage Primary=2.45 cfs 10,508 cfTotal Runoff Area = 41,329 sf Runoff Volume = 15,909 cf Average Runoff Depth = 4.62"61.40% Pervious = 25,378 sf 38.60% Impervious = 15,951 sf NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 179HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR1: Basin 1Runoff = 0.22 cfs @ 12.13 hrs, Volume= 720 cf, Depth= 4.50" Routed to Pond 1 : Surface 1Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 643 98 Site Impervious1,275 80 >75% Grass cover, Good, HSG D1,918 86 Weighted Average1,275 66.48% Pervious Area643 33.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR1: Basin 1RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.250.240.230.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=1,918 sfRunoff Volume=720 cfRunoff Depth=4.50"Tc=6.0 minCN=860.22 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 180HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR10: Basin 10Runoff = 0.37 cfs @ 12.13 hrs, Volume= 1,151 cf, Depth= 4.08" Routed to Pond 10 : Surface 10Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 324 98 Site Impervious3,062 80 >75% Grass cover, Good, HSG D3,386 82 Weighted Average3,062 90.43% Pervious Area324 9.57% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR10: Basin 10RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=3,386 sfRunoff Volume=1,151 cfRunoff Depth=4.08"Tc=6.0 minCN=820.37 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 181HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR11: Basin 11Runoff = 0.25 cfs @ 12.13 hrs, Volume= 808 cf, Depth= 4.40" Routed to Pond 11 : Surface 11Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 611 98 Site Impervious1,593 80 >75% Grass cover, Good, HSG D2,204 85 Weighted Average1,593 72.28% Pervious Area611 27.72% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR11: Basin 11RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=2,204 sfRunoff Volume=808 cfRunoff Depth=4.40"Tc=6.0 minCN=850.25 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 182HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR12: West site to Area DrainRunoff = 0.26 cfs @ 12.13 hrs, Volume= 804 cf, Depth= 3.87" Routed to Link 33L : On-site Closed DrainageRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 34 98 Site Impervious2,459 80 >75% Grass cover, Good, HSG D2,493 80 Weighted Average2,459 98.64% Pervious Area34 1.36% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR12: West site to Area DrainRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=2,493 sfRunoff Volume=804 cfRunoff Depth=3.87"Tc=6.0 minCN=800.26 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 183HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR13: Pavers frontRunoff = 0.02 cfs @ 20.97 hrs, Volume= 809 cf, Depth= 4.08" Routed to Pond PS : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 28 98 Site Impervious* 248 98 Permeable Pavers2,103 80 >75% Grass cover, Good, HSG D2,379 82 Weighted Average2,103 88.40% Pervious Area276 11.60% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR13: Pavers frontRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=2,379 sfRunoff Volume=809 cfRunoff Depth=4.08"Tc=674.0 minCN=820.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 184HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR14: Pavers NorthRunoff = 0.01 cfs @ 20.23 hrs, Volume= 304 cf, Depth= 5.40" Routed to Pond PN : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 60 98 Site Impervious* 464 98 Porous Pavers152 80 >75% Grass cover, Good, HSG D676 94 Weighted Average152 22.49% Pervious Area524 77.51% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Pavers TcSubcatchment PR14: Pavers NorthRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=676 sfRunoff Volume=304 cfRunoff Depth=5.40"Tc=674.0 minCN=940.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 185HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15a: Roof WestRunoff = 0.37 cfs @ 12.13 hrs, Volume= 1,343 cf, Depth= 5.86" Routed to Pond 31P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 2,750 98 Roof2,750 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15a: Roof WestRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=2,750 sfRunoff Volume=1,343 cfRunoff Depth=5.86"Tc=6.0 minCN=980.37 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 186HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15b: Roof EastRunoff = 0.39 cfs @ 12.13 hrs, Volume= 1,411 cf, Depth= 5.86" Routed to Pond 33P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 2,889 98 Roof2,889 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15b: Roof EastRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=2,889 sfRunoff Volume=1,411 cfRunoff Depth=5.86"Tc=6.0 minCN=980.39 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 187HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR16: Remainder of siteRunoff = 1.65 cfs @ 12.13 hrs, Volume= 5,389 cf, Depth= 4.72" Routed to Reach DP-PR : Proposed SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 6,144 98 Site Impervious7,550 80 >75% Grass cover, Good, HSG D13,694 88 Weighted Average7,550 55.13% Pervious Area6,144 44.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR16: Remainder of siteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)10NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=13,694 sfRunoff Volume=5,389 cfRunoff Depth=4.72"Tc=6.0 minCN=881.65 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 188HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR17: Pavers pathRunoff = 0.00 cfs @ 20.97 hrs, Volume= 166 cf, Depth= 4.50" Routed to Pond 30P : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 150 98 Permeable Pavers293 80 >75% Grass cover, Good, HSG D443 86 Weighted Average293 66.14% Pervious Area150 33.86% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR17: Pavers pathRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0040.0040.0040.0030.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=443 sfRunoff Volume=166 cfRunoff Depth=4.50"Tc=674.0 minCN=860.00 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 189HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR2: Basin 2Runoff = 0.02 cfs @ 12.13 hrs, Volume= 53 cf, Depth= 3.87" Routed to Pond 2 : Surface 2Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description164 80 >75% Grass cover, Good, HSG D164 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR2: Basin 2RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=164 sfRunoff Volume=53 cfRunoff Depth=3.87"Tc=6.0 minCN=800.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 190HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR3: Basin 3Runoff = 0.05 cfs @ 12.13 hrs, Volume= 145 cf, Depth= 3.97" Routed to Pond 3 : Surface 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 14 98 Site Impervious423 80 >75% Grass cover, Good, HSG D437 81 Weighted Average423 96.80% Pervious Area14 3.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR3: Basin 3RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.050.0480.0460.0440.0420.040.0380.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=437 sfRunoff Volume=145 cfRunoff Depth=3.97"Tc=6.0 minCN=810.05 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 191HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR4: Basin 4Runoff = 0.27 cfs @ 12.13 hrs, Volume= 858 cf, Depth= 4.08" Routed to Pond 4 : Surface 4Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 253 98 Impervious2,272 80 >75% Grass cover, Good, HSG D2,525 82 Weighted Average2,272 89.98% Pervious Area253 10.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR4: Basin 4RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=2,525 sfRunoff Volume=858 cfRunoff Depth=4.08"Tc=6.0 minCN=820.27 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 192HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR5: Basin 5Runoff = 0.02 cfs @ 12.13 hrs, Volume= 60 cf, Depth= 4.18" Routed to Pond 5 : Surface 5Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 31 98 Site Impervious141 80 >75% Grass cover, Good, HSG D172 83 Weighted Average141 81.98% Pervious Area31 18.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR5: Basin 5RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=172 sfRunoff Volume=60 cfRunoff Depth=4.18"Tc=6.0 minCN=830.02 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 193HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR6: Basin 6Runoff = 0.02 cfs @ 12.13 hrs, Volume= 69 cf, Depth= 4.40" Routed to Pond 6 : Surface 6Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 57 98 Site Impervious131 80 >75% Grass cover, Good, HSG D188 85 Weighted Average131 69.68% Pervious Area57 30.32% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR6: Basin 6RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0240.0230.0220.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=188 sfRunoff Volume=69 cfRunoff Depth=4.40"Tc=6.0 minCN=850.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 194HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR7: Basin 7Runoff = 0.05 cfs @ 12.13 hrs, Volume= 168 cf, Depth= 4.40" Routed to Pond 7 : Surface 7Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 120 98 Site Impervious338 80 >75% Grass cover, Good, HSG D458 85 Weighted Average338 73.80% Pervious Area120 26.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR7: Basin 7RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=458 sfRunoff Volume=168 cfRunoff Depth=4.40"Tc=6.0 minCN=850.05 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 195HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR8: Basin 8Runoff = 0.07 cfs @ 12.13 hrs, Volume= 214 cf, Depth= 4.08" Routed to Pond 8 : Surface 8Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 64 98 Site Impervious566 80 >75% Grass cover, Good, HSG D630 82 Weighted Average566 89.84% Pervious Area64 10.16% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR8: Basin 8RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=630 sfRunoff Volume=214 cfRunoff Depth=4.08"Tc=6.0 minCN=820.07 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 196HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR9: Basin 9Runoff = 0.45 cfs @ 12.13 hrs, Volume= 1,437 cf, Depth= 4.40" Routed to Pond 9 : Surface 9Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 25-YR Rainfall=6.10"Area (sf) CN Description* 1,067 98 Impervious2,856 80 >75% Grass cover, Good, HSG D3,923 85 Weighted Average2,856 72.80% Pervious Area1,067 27.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR9: Basin 9RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.50.480.460.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D25-YR Rainfall=6.10"Runoff Area=3,923 sfRunoff Volume=1,437 cfRunoff Depth=4.40"Tc=6.0 minCN=850.45 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 197HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-PR: Proposed Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,329 sf, 38.60% Impervious, Inflow Depth = 4.62" for 25-YR eventInflow = 4.09 cfs @ 12.14 hrs, Volume= 15,896 cfOutflow = 4.09 cfs @ 12.14 hrs, Volume= 15,896 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-PR: Proposed SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)43210Inflow Area=41,329 sf4.09 cfs4.09 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 198HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P1: 4" Pipe Under Path[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 4.37" for 25-YR eventInflow = 0.27 cfs @ 12.16 hrs, Volume= 917 cfOutflow = 0.27 cfs @ 12.16 hrs, Volume= 917 cf, Atten= 0%, Lag= 0.0 min Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 5.64 fps, Min. Travel Time= 0.0 minAvg. Velocity = 1.87 fps, Avg. Travel Time= 0.1 minPeak Storage= 1 cf @ 12.16 hrsAverage Depth at Peak Storage= 0.15' , Surface Width= 0.45'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.45 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 15.0' Slope= 0.0667 '/'Inlet Invert= 177.18', Outlet Invert= 176.18' NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 199HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P1: 4" Pipe Under PathInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfAvg. Flow Depth=0.15'Max Vel=5.64 fps6.0"Round Pipen=0.013L=15.0'S=0.0667 '/'Capacity=1.45 cfs0.27 cfs0.27 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 200HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P2: 8" Pipe[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 6,492 sf, 18.21% Impervious, Inflow Depth = 4.22" for 25-YR eventInflow = 0.57 cfs @ 12.21 hrs, Volume= 2,284 cfOutflow = 0.57 cfs @ 12.21 hrs, Volume= 2,284 cf, Atten= 0%, Lag= 0.2 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 3.75 fps, Min. Travel Time= 0.3 minAvg. Velocity = 1.22 fps, Avg. Travel Time= 0.9 minPeak Storage= 10 cf @ 12.21 hrsAverage Depth at Peak Storage= 0.30' , Surface Width= 0.66'Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.37 cfs8.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 65.0' Slope= 0.0129 '/'Inlet Invert= 174.50', Outlet Invert= 173.66' NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 201HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P2: 8" PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=6,492 sfAvg. Flow Depth=0.30'Max Vel=3.75 fps8.0"Round Pipen=0.013L=65.0'S=0.0129 '/'Capacity=1.37 cfs0.57 cfs0.57 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 202HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P3: 4" Outlet Pipe[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 4.62" for 25-YR eventInflow = 0.24 cfs @ 12.15 hrs, Volume= 1,110 cfOutflow = 0.24 cfs @ 12.15 hrs, Volume= 1,110 cf, Atten= 0%, Lag= 0.1 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 5.69 fps, Min. Travel Time= 0.4 minAvg. Velocity = 1.57 fps, Avg. Travel Time= 1.4 minPeak Storage= 6 cf @ 12.15 hrsAverage Depth at Peak Storage= 0.13' , Surface Width= 0.44'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.53 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 136.0' Slope= 0.0748 '/'Inlet Invert= 183.17', Outlet Invert= 173.00' NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 203HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P3: 4" Outlet PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,880 sfAvg. Flow Depth=0.13'Max Vel=5.69 fps6.0"Round Pipen=0.013L=136.0'S=0.0748 '/'Capacity=1.53 cfs0.24 cfs0.24 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 204HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1: Surface 1Inflow Area = 1,918 sf, 33.52% Impervious, Inflow Depth = 4.50" for 25-YR eventInflow = 0.22 cfs @ 12.13 hrs, Volume= 720 cfOutflow = 0.22 cfs @ 12.14 hrs, Volume= 720 cf, Atten= 1%, Lag= 0.6 minPrimary = 0.22 cfs @ 12.14 hrs, Volume= 596 cf Routed to Pond 2 : Surface 2Secondary = 0.00 cfs @ 12.14 hrs, Volume= 124 cf Routed to Pond 1S : Subsurface 1Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.38' @ 12.14 hrs Surf.Area= 46 sf Storage= 17 cfPlug-Flow detention time= 8.3 min calculated for 720 cf (100% of inflow)Center-of-Mass det. time= 8.3 min ( 811.7 - 803.4 )Volume Invert Avail.Storage Storage Description#1 182.50' 23 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 2 0 0183.00 17 5 5183.51 55 18 23Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 12.14 hrs HW=183.38' TW=182.00' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.15 cfs @ 2.42 fps)4=Orifice/Grate (Orifice Controls 0.07 cfs @ 1.17 fps)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=183.38' TW=178.21' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 205HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1: Surface 1InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=1,918 sfPeak Elev=183.38'Storage=17 cf0.22 cfs0.22 cfs0.22 cfs0.00 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 206HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1S: Subsurface 1Inflow = 0.00 cfs @ 12.14 hrs, Volume= 124 cfOutflow = 0.00 cfs @ 12.17 hrs, Volume= 124 cf, Atten= 2%, Lag= 1.5 minPrimary = 0.00 cfs @ 12.17 hrs, Volume= 124 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.21' @ 12.17 hrs Surf.Area= 52 sf Storage= 1 cfPlug-Flow detention time= 7.8 min calculated for 124 cf (100% of inflow)Center-of-Mass det. time= 6.6 min ( 926.9 - 920.3 )Volume Invert Avail.Storage Storage Description#1 178.16' 48 cfCustom Stage Data (Prismatic) Listed below (Recalc)122 cf Overall - 1 cf Embedded = 121 cf x 40.0% Voids#2 178.17' 1 cf4.0" Round Pipe Storage Inside #1L= 11.8'49 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.16 52 0 0180.50 52 122 122Device Routing Invert Outlet Devices#1 Primary 178.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 12.17 hrs HW=178.21' TW=178.14' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.68 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 207HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1S: Subsurface 1InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0050.0040.0040.0040.0040.0040.0030.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000Peak Elev=178.21'Storage=1 cf0.00 cfs0.00 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 208HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2: Surface 2Inflow Area = 2,082 sf, 30.88% Impervious, Inflow Depth = 3.74" for 25-YR eventInflow = 0.23 cfs @ 12.14 hrs, Volume= 649 cfOutflow = 0.23 cfs @ 12.14 hrs, Volume= 649 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3 : Surface 3Secondary = 0.23 cfs @ 12.14 hrs, Volume= 649 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.00' @ 0.00 hrs Surf.Area= 2 sf Storage= 0 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 0.0 min ( 791.7 - 791.7 )Volume Invert Avail.Storage Storage Description#1 182.00' 28 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 25 7 7183.01 60 22 28Device Routing Invert Outlet Devices#1 Secondary 182.00'4.00 cfs Exfiltration at all elevations #2 Primary 183.00'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=182.00' TW=181.50' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate ( Controls 0.00 cfs)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=182.00' TW=178.13' (Dynamic Tailwater)1=Exfiltration (Passes 0.00 cfs of 4.00 cfs potential flow) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 209HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2: Surface 2InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,082 sfPeak Elev=182.00'Storage=0 cf0.23 cfs0.23 cfs0.00 cfs0.23 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 210HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2S: Subsurface 2Inflow = 0.24 cfs @ 12.14 hrs, Volume= 773 cfOutflow = 0.23 cfs @ 12.15 hrs, Volume= 772 cf, Atten= 2%, Lag= 0.8 minPrimary = 0.23 cfs @ 12.15 hrs, Volume= 772 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.14' @ 12.15 hrs Surf.Area= 57 sf Storage= 12 cfPlug-Flow detention time= 2.4 min calculated for 772 cf (100% of inflow)Center-of-Mass det. time= 2.2 min ( 815.6 - 813.4 )Volume Invert Avail.Storage Storage Description#1 177.66' 53 cfCustom Stage Data (Prismatic) Listed below (Recalc)133 cf Overall - 1 cf Embedded = 133 cf x 40.0% Voids#2 177.67' 1 cf4.0" Round Pipe Storage Inside #1L= 10.0'54 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.66 57 0 0180.00 57 133 133Device Routing Invert Outlet Devices#1 Primary 177.67'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.15 hrs HW=178.14' TW=177.64' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.23 cfs @ 2.66 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 211HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2S: Subsurface 2InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Peak Elev=178.14'Storage=12 cf0.24 cfs0.23 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 212HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3: Surface 3Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 0.69" for 25-YR eventInflow = 0.05 cfs @ 12.13 hrs, Volume= 145 cfOutflow = 0.05 cfs @ 12.14 hrs, Volume= 145 cf, Atten= 0%, Lag= 0.4 minPrimary = 0.04 cfs @ 12.14 hrs, Volume= 43 cf Routed to Reach P1 : 4" Pipe Under PathSecondary = 0.00 cfs @ 12.14 hrs, Volume= 101 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.82' @ 12.14 hrs Surf.Area= 51 sf Storage= 10 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 12.2 min ( 830.9 - 818.7 )Volume Invert Avail.Storage Storage Description#1 181.50' 22 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 15 0 0182.00 71 22 22Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 181.80'12inch-Dome Grate Capacity Primary OutFlow Max=0.04 cfs @ 12.14 hrs HW=181.82' TW=177.32' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.04 cfs)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=181.82' TW=177.61' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 213HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3: Surface 3InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,519 sfPeak Elev=181.82'Storage=10 cf0.05 cfs0.05 cfs0.04 cfs0.00 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 214HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3S: Subsurface 3Inflow = 0.24 cfs @ 12.15 hrs, Volume= 874 cfOutflow = 0.23 cfs @ 12.17 hrs, Volume= 873 cf, Atten= 2%, Lag= 1.0 minPrimary = 0.23 cfs @ 12.17 hrs, Volume= 873 cf Routed to Reach P1 : 4" Pipe Under PathRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.65' @ 12.17 hrs Surf.Area= 71 sf Storage= 15 cfPlug-Flow detention time= 2.9 min calculated for 873 cf (100% of inflow)Center-of-Mass det. time= 2.7 min ( 824.9 - 822.3 )Volume Invert Avail.Storage Storage Description#1 177.17' 66 cfCustom Stage Data (Prismatic) Listed below (Recalc)165 cf Overall - 1 cf Embedded = 164 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'67 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 71 0 0179.50 71 165 165Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.17 hrs HW=177.65' TW=177.33' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.23 cfs @ 2.65 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 215HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3S: Subsurface 3InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Peak Elev=177.65'Storage=15 cf0.24 cfs0.23 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 216HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4: Surface 4Inflow Area = 2,525 sf, 10.02% Impervious, Inflow Depth = 4.08" for 25-YR eventInflow = 0.27 cfs @ 12.13 hrs, Volume= 858 cfOutflow = 0.24 cfs @ 12.17 hrs, Volume= 858 cf, Atten= 13%, Lag= 2.1 minPrimary = 0.22 cfs @ 12.17 hrs, Volume= 404 cf Routed to Pond 5 : Surface 5Secondary = 0.02 cfs @ 12.17 hrs, Volume= 455 cf Routed to Pond 4S : Subsurface 4Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.39' @ 12.17 hrs Surf.Area= 201 sf Storage= 93 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 22.2 min ( 838.0 - 815.8 )Volume Invert Avail.Storage Storage Description#1 182.50' 119 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 14 0 0183.00 114 32 32183.51 229 87 119Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 12.17 hrs HW=183.38' TW=182.89' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.15 cfs @ 2.43 fps)4=Orifice/Grate (Orifice Controls 0.07 cfs @ 1.18 fps)Secondary OutFlow Max=0.02 cfs @ 12.17 hrs HW=183.38' TW=178.26' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.02 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 217HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4: Surface 4InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,525 sfPeak Elev=183.39'Storage=93 cf0.27 cfs0.24 cfs0.22 cfs0.02 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 218HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4S: Subsurface 4Inflow = 0.02 cfs @ 12.17 hrs, Volume= 455 cfOutflow = 0.02 cfs @ 12.22 hrs, Volume= 454 cf, Atten= 4%, Lag= 3.4 minPrimary = 0.02 cfs @ 12.22 hrs, Volume= 454 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.27' @ 12.22 hrs Surf.Area= 229 sf Storage= 9 cfPlug-Flow detention time= 14.1 min calculated for 454 cf (100% of inflow)Center-of-Mass det. time= 13.1 min ( 934.8 - 921.7 )Volume Invert Avail.Storage Storage Description#1 178.17' 212 cfCustom Stage Data (Prismatic) Listed below (Recalc)534 cf Overall - 3 cf Embedded = 530 cf x 40.0% Voids#2 178.18' 3 cf4.0" Round Pipe Storage Inside #1L= 36.0'215 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.17 229 0 0180.50 229 534 534Device Routing Invert Outlet Devices#1 Primary 178.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.22 hrs HW=178.27' TW=177.78' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.00 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 219HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4S: Subsurface 4InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=178.27'Storage=9 cf0.02 cfs0.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 220HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5: Surface 5Inflow Area = 2,697 sf, 10.53% Impervious, Inflow Depth = 2.06" for 25-YR eventInflow = 0.24 cfs @ 12.16 hrs, Volume= 464 cfOutflow = 0.23 cfs @ 12.18 hrs, Volume= 464 cf, Atten= 2%, Lag= 0.9 minPrimary = 0.23 cfs @ 12.18 hrs, Volume= 386 cf Routed to Pond 6 : Surface 6Secondary = 0.01 cfs @ 12.18 hrs, Volume= 77 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.89' @ 12.18 hrs Surf.Area= 61 sf Storage= 28 cfPlug-Flow detention time= 7.0 min calculated for 464 cf (100% of inflow)Center-of-Mass det. time= 7.0 min ( 759.7 - 752.7 )Volume Invert Avail.Storage Storage Description#1 182.00' 36 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 36 10 10183.01 68 27 36Device Routing Invert Outlet Devices#1 Secondary 182.00'4.000 in/hr Exfiltration over Surface area #2 Primary 183.00'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.18 hrs HW=182.89' TW=182.40' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.15 cfs @ 2.46 fps)4=Orifice/Grate (Orifice Controls 0.07 cfs @ 1.21 fps)Secondary OutFlow Max=0.01 cfs @ 12.18 hrs HW=182.89' TW=177.78' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 221HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5: Surface 5InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,697 sfPeak Elev=182.89'Storage=28 cf0.24 cfs0.23 cfs0.23 cfs0.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 222HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5S: Subsurface 5Inflow = 0.02 cfs @ 12.21 hrs, Volume= 531 cfOutflow = 0.02 cfs @ 12.23 hrs, Volume= 531 cf, Atten= 0%, Lag= 1.2 minPrimary = 0.02 cfs @ 12.23 hrs, Volume= 531 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.78' @ 12.23 hrs Surf.Area= 68 sf Storage= 3 cfPlug-Flow detention time= 4.0 min calculated for 531 cf (100% of inflow)Center-of-Mass det. time= 3.6 min ( 925.4 - 921.9 )Volume Invert Avail.Storage Storage Description#1 177.67' 63 cfCustom Stage Data (Prismatic) Listed below (Recalc)158 cf Overall - 1 cf Embedded = 157 cf x 40.0% Voids#2 177.68' 1 cf4.0" Round Pipe Storage Inside #1L= 12.0'64 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.67 68 0 0180.00 68 158 158Device Routing Invert Outlet Devices#1 Primary 177.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.23 hrs HW=177.78' TW=177.29' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.07 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 223HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5S: Subsurface 5InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Peak Elev=177.78'Storage=3 cf0.02 cfs0.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 224HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6: Surface 6Inflow Area = 2,885 sf, 11.82% Impervious, Inflow Depth = 1.89" for 25-YR eventInflow = 0.24 cfs @ 12.17 hrs, Volume= 455 cfOutflow = 0.24 cfs @ 12.19 hrs, Volume= 455 cf, Atten= 1%, Lag= 0.9 minPrimary = 0.23 cfs @ 12.19 hrs, Volume= 378 cf Routed to Pond 7 : Surface 7Secondary = 0.01 cfs @ 12.19 hrs, Volume= 77 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.40' @ 12.19 hrs Surf.Area= 58 sf Storage= 30 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 6.8 min ( 758.9 - 752.1 )Volume Invert Avail.Storage Storage Description#1 181.50' 37 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 2 0 0182.00 40 11 11182.51 63 26 37Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 182.50'9.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.19 hrs HW=182.40' TW=181.42' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.16 cfs @ 2.50 fps)4=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.24 fps)Secondary OutFlow Max=0.01 cfs @ 12.19 hrs HW=182.40' TW=177.29' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 225HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6: Surface 6InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,885 sfPeak Elev=182.40'Storage=30 cf0.24 cfs0.24 cfs0.23 cfs0.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 226HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6S: Subsurface 6Inflow = 0.03 cfs @ 12.22 hrs, Volume= 608 cfOutflow = 0.03 cfs @ 12.24 hrs, Volume= 608 cf, Atten= 0%, Lag= 1.0 minPrimary = 0.03 cfs @ 12.24 hrs, Volume= 608 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.29' @ 12.24 hrs Surf.Area= 63 sf Storage= 3 cfPlug-Flow detention time= 3.7 min calculated for 608 cf (100% of inflow)Center-of-Mass det. time= 3.1 min ( 917.9 - 914.7 )Volume Invert Avail.Storage Storage Description#1 177.17' 58 cfCustom Stage Data (Prismatic) Listed below (Recalc)147 cf Overall - 1 cf Embedded = 146 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 13.0'59 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 63 0 0179.50 63 147 147Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.24 hrs HW=177.29' TW=176.74' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.13 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 227HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6S: Subsurface 6InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Peak Elev=177.29'Storage=3 cf0.03 cfs0.03 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 228HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7: Surface 7Inflow Area = 3,343 sf, 13.79% Impervious, Inflow Depth = 1.96" for 25-YR eventInflow = 0.27 cfs @ 12.18 hrs, Volume= 546 cfOutflow = 0.26 cfs @ 12.20 hrs, Volume= 546 cf, Atten= 4%, Lag= 1.6 minPrimary = 0.25 cfs @ 12.20 hrs, Volume= 403 cf Routed to Pond 8 : Surface 8Secondary = 0.01 cfs @ 12.20 hrs, Volume= 143 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.42' @ 12.20 hrs Surf.Area= 106 sf Storage= 58 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 15.6 min ( 777.5 - 761.9 )Volume Invert Avail.Storage Storage Description#1 180.00' 69 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)180.00 2 0 0180.50 18 5 5181.00 58 19 24181.51 117 45 69Device Routing Invert Outlet Devices#1 Secondary 180.00'4.000 in/hr Exfiltration over Surface area #2 Primary 181.50'10.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 181.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 181.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.20 hrs HW=181.42' TW=180.10' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.16 cfs @ 2.58 fps)4=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.31 fps)Secondary OutFlow Max=0.01 cfs @ 12.20 hrs HW=181.42' TW=176.82' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 229HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7: Surface 7InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3,343 sfPeak Elev=181.42'Storage=58 cf0.27 cfs0.26 cfs0.25 cfs0.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 230HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7S: Subsurface 7[62] Hint: Exceeded Reach P1 OUTLET depth by 0.50' @ 12.20 hrsInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 7.94" for 25-YR eventInflow = 0.31 cfs @ 12.16 hrs, Volume= 1,667 cfOutflow = 0.29 cfs @ 12.19 hrs, Volume= 1,667 cf, Atten= 5%, Lag= 1.8 minPrimary = 0.29 cfs @ 12.19 hrs, Volume= 1,667 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 176.82' @ 12.19 hrs Surf.Area= 117 sf Storage= 31 cfPlug-Flow detention time= 3.8 min calculated for 1,667 cf (100% of inflow)Center-of-Mass det. time= 3.4 min ( 864.1 - 860.7 )Volume Invert Avail.Storage Storage Description#1 176.17' 108 cfCustom Stage Data (Prismatic) Listed below (Recalc)273 cf Overall - 2 cf Embedded = 271 cf x 40.0% Voids#2 176.18' 2 cf4.0" Round Pipe Storage Inside #1L= 21.0'110 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)176.17 117 0 0178.50 117 273 273Device Routing Invert Outlet Devices#1 Primary 176.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 12.19 hrs HW=176.82' TW=175.30' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.31 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 231HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7S: Subsurface 7InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfPeak Elev=176.82'Storage=31 cf0.31 cfs0.29 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 232HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8: Surface 8Inflow Area = 3,973 sf, 13.21% Impervious, Inflow Depth = 1.86" for 25-YR eventInflow = 0.30 cfs @ 12.18 hrs, Volume= 617 cfOutflow = 0.30 cfs @ 12.20 hrs, Volume= 617 cf, Atten= 1%, Lag= 0.8 minPrimary = 0.28 cfs @ 12.20 hrs, Volume= 368 cf Routed to Reach P2 : 8" PipeSecondary = 0.02 cfs @ 12.20 hrs, Volume= 249 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 180.10' @ 12.20 hrs Surf.Area= 167 sf Storage= 85 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 22.7 min ( 791.0 - 768.3 )Volume Invert Avail.Storage Storage Description#1 179.00' 164 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)179.00 7 0 0179.50 49 14 14179.75 120 21 35180.50 223 129 164Device Routing Invert Outlet Devices#1 Secondary 179.00'4.000 in/hr Exfiltration over Surface area #2 Primary 180.00'12inch-Dome Grate Capacity Primary OutFlow Max=0.28 cfs @ 12.20 hrs HW=180.10' TW=174.80' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.28 cfs)Secondary OutFlow Max=0.02 cfs @ 12.20 hrs HW=180.10' TW=175.30' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.02 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 233HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8: Surface 8InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3,973 sfPeak Elev=180.10'Storage=85 cf0.30 cfs0.30 cfs0.28 cfs0.02 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 234HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8S: Subsurface 8Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 9.13" for 25-YR eventInflow = 0.30 cfs @ 12.19 hrs, Volume= 1,916 cfOutflow = 0.29 cfs @ 12.23 hrs, Volume= 1,916 cf, Atten= 4%, Lag= 1.9 minPrimary = 0.29 cfs @ 12.23 hrs, Volume= 1,916 cf Routed to Reach P2 : 8" PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 175.33' @ 12.23 hrs Surf.Area= 120 sf Storage= 33 cfPlug-Flow detention time= 3.7 min calculated for 1,916 cf (100% of inflow)Center-of-Mass det. time= 3.2 min ( 867.2 - 864.0 )Volume Invert Avail.Storage Storage Description#1 174.67' 111 cfCustom Stage Data (Prismatic) Listed below (Recalc)280 cf Overall - 2 cf Embedded = 278 cf x 40.0% Voids#2 174.68' 2 cf4.0" Round Pipe Storage Inside #1L= 24.0'113 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.67 120 0 0177.00 120 280 280Device Routing Invert Outlet Devices#1 Primary 174.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 12.23 hrs HW=175.33' TW=174.80' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.33 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 235HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8S: Subsurface 8InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfPeak Elev=175.33'Storage=33 cf0.30 cfs0.29 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 236HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9: Surface 9Inflow Area = 3,923 sf, 27.20% Impervious, Inflow Depth = 4.40" for 25-YR eventInflow = 0.45 cfs @ 12.13 hrs, Volume= 1,437 cfOutflow = 0.45 cfs @ 12.13 hrs, Volume= 1,437 cf, Atten= 0%, Lag= 0.2 minPrimary = 0.44 cfs @ 12.13 hrs, Volume= 1,170 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.13 hrs, Volume= 267 cf Routed to Pond 9S : Subsurface 9Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.38' @ 12.13 hrs Surf.Area= 65 sf Storage= 12 cfPlug-Flow detention time= 4.2 min calculated for 1,437 cf (100% of inflow)Center-of-Mass det. time= 4.2 min ( 810.9 - 806.6 )Volume Invert Avail.Storage Storage Description#1 174.00' 86 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.00 1 0 0175.00 170 86 86Device Routing Invert Outlet Devices#1 Primary 174.25'12inch-Dome Grate Capacity #2 Secondary 174.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.44 cfs @ 12.13 hrs HW=174.38' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.44 cfs)Secondary OutFlow Max=0.01 cfs @ 12.13 hrs HW=174.38' TW=170.73' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 237HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9: Surface 9InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Inflow Area=3,923 sfPeak Elev=174.38'Storage=12 cf0.45 cfs0.45 cfs0.44 cfs0.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 238HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9S: Subsurface 9Inflow = 0.01 cfs @ 12.13 hrs, Volume= 267 cfOutflow = 0.01 cfs @ 12.22 hrs, Volume= 265 cf, Atten= 11%, Lag= 5.1 minPrimary = 0.01 cfs @ 12.22 hrs, Volume= 265 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.73' @ 12.22 hrs Surf.Area= 170 sf Storage= 10 cfPlug-Flow detention time= 37.8 min calculated for 265 cf (99% of inflow)Center-of-Mass det. time= 34.5 min ( 958.9 - 924.3 )Volume Invert Avail.Storage Storage Description#1 170.67' 395 cfCustom Stage Data (Prismatic) Listed below (Recalc)396 cf Overall - 1 cf Embedded = 395 cf#2 170.68' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'396 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)170.67 170 0 0173.00 170 396 396Device Routing Invert Outlet Devices#1 Primary 170.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.22 hrs HW=170.73' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.73 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 239HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9S: Subsurface 9InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=170.73'Storage=10 cf0.01 cfs0.01 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 240HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10: Surface 10Inflow Area = 3,386 sf, 9.57% Impervious, Inflow Depth = 4.08" for 25-YR eventInflow = 0.37 cfs @ 12.13 hrs, Volume= 1,151 cfOutflow = 0.36 cfs @ 12.14 hrs, Volume= 1,151 cf, Atten= 0%, Lag= 0.4 minPrimary = 0.35 cfs @ 12.14 hrs, Volume= 668 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.14 hrs, Volume= 483 cf Routed to Pond 10S : Subsurface 10Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.36' @ 12.14 hrs Surf.Area= 121 sf Storage= 34 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 10.9 min ( 826.7 - 815.8 )Volume Invert Avail.Storage Storage Description#1 173.00' 142 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)173.00 68 0 0174.00 215 142 142Device Routing Invert Outlet Devices#1 Primary 173.25'12inch-Dome Grate Capacity #2 Secondary 173.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.35 cfs @ 12.14 hrs HW=173.36' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.35 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=173.36' TW=168.74' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 241HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10: Surface 10InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3,386 sfPeak Elev=173.36'Storage=34 cf0.37 cfs0.36 cfs0.35 cfs0.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 242HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10S: Subsurface 10Inflow = 0.01 cfs @ 12.14 hrs, Volume= 483 cfOutflow = 0.01 cfs @ 12.18 hrs, Volume= 482 cf, Atten= 2%, Lag= 2.6 minPrimary = 0.01 cfs @ 12.18 hrs, Volume= 482 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 168.74' @ 12.18 hrs Surf.Area= 215 sf Storage= 6 cfPlug-Flow detention time= 11.5 min calculated for 482 cf (100% of inflow)Center-of-Mass det. time= 10.7 min ( 949.5 - 938.8 )Volume Invert Avail.Storage Storage Description#1 168.67' 200 cfCustom Stage Data (Prismatic) Listed below (Recalc)501 cf Overall - 2 cf Embedded = 499 cf x 40.0% Voids#2 168.68' 2 cf4.0" Round Pipe Storage Inside #1L= 18.0'201 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)168.67 215 0 0171.00 215 501 501Device Routing Invert Outlet Devices#1 Primary 168.68'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.18 hrs HW=168.74' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.83 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 243HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10S: Subsurface 10InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0130.0120.0110.0110.010.010.0090.0090.0080.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=168.74'Storage=6 cf0.01 cfs0.01 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 244HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11: Surface 11Inflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 4.62" for 25-YR eventInflow = 0.25 cfs @ 12.13 hrs, Volume= 1,110 cfOutflow = 0.25 cfs @ 12.14 hrs, Volume= 1,110 cf, Atten= 1%, Lag= 0.5 minPrimary = 0.24 cfs @ 12.14 hrs, Volume= 439 cf Routed to Reach P3 : 4" Outlet PipeSecondary = 0.01 cfs @ 12.14 hrs, Volume= 671 cf Routed to Pond 11S : Subsurface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 185.38' @ 12.14 hrs Surf.Area= 116 sf Storage= 53 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 39.0 min ( 1,016.7 - 977.8 )Volume Invert Avail.Storage Storage Description#1 184.50' 284 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)184.50 23 0 0185.00 56 20 20186.00 211 134 153186.50 310 130 284Device Routing Invert Outlet Devices#1 Secondary 184.50'4.000 in/hr Exfiltration over Surface area #2 Primary 185.30'12inch-Dome Grate Capacity Primary OutFlow Max=0.24 cfs @ 12.14 hrs HW=185.38' TW=183.30' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.24 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=185.38' TW=183.30' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 245HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11: Surface 11InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,880 sfPeak Elev=185.38'Storage=53 cf0.25 cfs0.25 cfs0.24 cfs0.01 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 246HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11S: Subsurface 11[90] Warning: Qout>Qin may require smaller dt or Finer RoutingInflow = 0.01 cfs @ 12.14 hrs, Volume= 671 cfOutflow = 0.02 cfs @ 12.23 hrs, Volume= 671 cf, Atten= 0%, Lag= 5.3 minPrimary = 0.02 cfs @ 12.23 hrs, Volume= 671 cf Routed to Reach P3 : 4" Outlet PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.31' @ 12.17 hrs Surf.Area= 310 sf Storage= 17 cfPlug-Flow detention time= 18.2 min calculated for 671 cf (100% of inflow)Center-of-Mass det. time= 18.0 min ( 1,198.1 - 1,180.1 )Volume Invert Avail.Storage Storage Description#1 183.17' 289 cfCustom Stage Data (Prismatic) Listed below (Recalc)722 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)183.17 310 0 0185.50 310 722 722Device Routing Invert Outlet Devices#1 Primary 183.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.23 hrs HW=183.30' TW=183.28' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.65 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 247HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11S: Subsurface 11InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=183.31'Storage=17 cf0.01 cfs0.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 248HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 29P: Landscape FilterInflow Area = 5,639 sf,100.00% Impervious, Inflow Depth = 5.66" for 25-YR eventInflow = 0.52 cfs @ 12.13 hrs, Volume= 2,658 cfOutflow = 0.46 cfs @ 12.18 hrs, Volume= 2,653 cf, Atten= 12%, Lag= 3.2 minPrimary = 0.46 cfs @ 12.18 hrs, Volume= 2,653 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.99' @ 12.18 hrs Surf.Area= 1,000 sf Storage= 198 cfPlug-Flow detention time= 21.3 min calculated for 2,653 cf (100% of inflow)Center-of-Mass det. time= 20.4 min ( 767.1 - 746.6 )Volume Invert Avail.Storage Storage Description#1 170.50' 1,000 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Voids Inc.Store Cum.Store(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)170.50 1,000 0.0 0 0170.51 1,000 40.0 4 4171.50 1,000 40.0 396 400171.51 1,000 20.0 2 402174.50 1,000 20.0 598 1,000Device Routing Invert Outlet Devices#1 Primary 170.51'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.46 cfs @ 12.18 hrs HW=170.99' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.46 cfs @ 2.37 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 249HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 29P: Landscape FilterInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Inflow Area=5,639 sfPeak Elev=170.99'Storage=198 cf0.52 cfs0.46 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 250HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 30P: Porous PaversInflow Area = 443 sf, 33.86% Impervious, Inflow Depth = 4.50" for 25-YR eventInflow = 0.00 cfs @ 20.97 hrs, Volume= 166 cfOutflow = 0.00 cfs @ 21.04 hrs, Volume= 166 cf, Atten= 0%, Lag= 3.9 minPrimary = 0.00 cfs @ 21.04 hrs, Volume= 166 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.97' @ 21.04 hrs Surf.Area= 150 sf Storage= 3 cfPlug-Flow detention time= 21.3 min calculated for 166 cf (100% of inflow)Center-of-Mass det. time= 16.6 min ( 1,442.4 - 1,425.7 )Volume Invert Avail.Storage Storage Description#1 174.92' 135 cf31" section beneath paver (Prismatic) Listed below (Recalc)387 cf Overall - 2 cf Embedded = 385 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'137 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 150 0 0177.50 150 387 387Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 21.04 hrs HW=174.97' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.66 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 251HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 30P: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0040.0040.0040.0030.0030.0030.0030.0030.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0000.0000Inflow Area=443 sfPeak Elev=174.97'Storage=3 cf0.00 cfs0.00 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 252HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 31P: Distribution Pipes[57] Hint: Peaked at 173.90' (Flood elevation advised)Inflow Area = 2,750 sf,100.00% Impervious, Inflow Depth = 5.86" for 25-YR eventInflow = 0.37 cfs @ 12.13 hrs, Volume= 1,343 cfOutflow = 0.37 cfs @ 12.13 hrs, Volume= 1,343 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.25 cfs @ 12.13 hrs, Volume= 1,297 cf Routed to Pond 29P : Landscape FilterSecondary = 0.11 cfs @ 12.13 hrs, Volume= 47 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.90' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'6.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.13 hrs HW=173.90' TW=170.97' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.25 cfs @ 2.91 fps)Secondary OutFlow Max=0.11 cfs @ 12.13 hrs HW=173.90' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.11 cfs @ 1.53 fps)Pond 31P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,750 sfPeak Elev=173.90'0.37 cfs0.37 cfs0.25 cfs0.11 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 253HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 33P: Distribution Pipes[57] Hint: Peaked at 173.95' (Flood elevation advised)Inflow Area = 2,889 sf,100.00% Impervious, Inflow Depth = 5.86" for 25-YR eventInflow = 0.39 cfs @ 12.13 hrs, Volume= 1,411 cfOutflow = 0.39 cfs @ 12.13 hrs, Volume= 1,411 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.27 cfs @ 12.13 hrs, Volume= 1,361 cf Routed to Pond 29P : Landscape FilterSecondary = 0.12 cfs @ 12.13 hrs, Volume= 50 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.95' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'4.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 12.13 hrs HW=173.95' TW=170.97' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.27 cfs @ 3.08 fps)Secondary OutFlow Max=0.12 cfs @ 12.13 hrs HW=173.95' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.12 cfs @ 1.69 fps)Pond 33P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,889 sfPeak Elev=173.95'0.39 cfs0.39 cfs0.27 cfs0.12 cfs NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 254HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PN: Porous PaversInflow Area = 676 sf, 77.51% Impervious, Inflow Depth = 5.40" for 25-YR eventInflow = 0.01 cfs @ 20.23 hrs, Volume= 304 cfOutflow = 0.01 cfs @ 20.93 hrs, Volume= 302 cf, Atten= 0%, Lag= 42.1 minPrimary = 0.01 cfs @ 20.93 hrs, Volume= 302 cf Routed to Pond 11 : Surface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 188.49' @ 20.93 hrs Surf.Area= 464 sf Storage= 11 cfPlug-Flow detention time= 49.9 min calculated for 302 cf (99% of inflow)Center-of-Mass det. time= 41.9 min ( 1,435.0 - 1,393.1 )Volume Invert Avail.Storage Storage Description#1 188.42' 417 cf31" section beneath pavers (Prismatic) Listed below (Recalc)1,197 cf Overall - 6 cf Embedded = 1,191 cf x 35.0% Voids#2 188.43' 6 cf4.0" Round Pipe Storage Inside #1L= 67.0'423 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)188.42 464 0 0191.00 464 1,197 1,197Device Routing Invert Outlet Devices#1 Primary 188.43'4.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 188.43' / 186.00' S= 0.3471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Primary OutFlow Max=0.01 cfs @ 20.93 hrs HW=188.49' TW=185.30' (Dynamic Tailwater)1=Culvert (Inlet Controls 0.01 cfs @ 0.65 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 255HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PN: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Inflow Area=676 sfPeak Elev=188.49'Storage=11 cf4.0"Round Culvertn=0.013L=7.0'S=0.3471 '/'0.01 cfs0.01 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 256HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PS: Porous PaversInflow Area = 2,379 sf, 11.60% Impervious, Inflow Depth = 4.08" for 25-YR eventInflow = 0.02 cfs @ 20.97 hrs, Volume= 809 cfOutflow = 0.02 cfs @ 21.09 hrs, Volume= 808 cf, Atten= 0%, Lag= 7.0 minPrimary = 0.02 cfs @ 21.09 hrs, Volume= 808 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 175.02' @ 21.09 hrs Surf.Area= 248 sf Storage= 9 cfPlug-Flow detention time= 13.5 min calculated for 808 cf (100% of inflow)Center-of-Mass det. time= 11.6 min ( 1,450.0 - 1,438.4 )Volume Invert Avail.Storage Storage Description#1 174.92' 223 cf31" section beneath paver (Prismatic) Listed below (Recalc)640 cf Overall - 2 cf Embedded = 637 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'226 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 248 0 0177.50 248 640 640Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 21.09 hrs HW=175.02' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.00 fps) NOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 257HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PS: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Inflow Area=2,379 sfPeak Elev=175.02'Storage=9 cf0.02 cfs0.02 cfsNOAA 24-hr D 25-YR Rainfall=6.10"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 258HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Link 33L: On-site Closed DrainageInflow Area = 27,635 sf, 35.49% Impervious, Inflow Depth = 4.56" for 25-YR eventInflow = 2.45 cfs @ 12.14 hrs, Volume= 10,508 cfPrimary = 2.45 cfs @ 12.14 hrs, Volume= 10,508 cf, Atten= 0%, Lag= 0.0 min Routed to Reach DP-PR : Proposed SitePrimary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsLink 33L: On-site Closed DrainageInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)210Inflow Area=27,635 sf2.45 cfs2.45 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 259HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCTime span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points x 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=1,918 sf 33.52% Impervious Runoff Depth=6.22"Subcatchment PR1: Basin 1 Tc=6.0 min CN=86 Runoff=0.30 cfs 995 cfRunoff Area=3,386 sf 9.57% Impervious Runoff Depth=5.76"Subcatchment PR10: Basin 10 Tc=6.0 min CN=82 Runoff=0.51 cfs 1,624 cfRunoff Area=2,204 sf 27.72% Impervious Runoff Depth=6.11"Subcatchment PR11: Basin 11 Tc=6.0 min CN=85 Runoff=0.34 cfs 1,122 cfRunoff Area=2,493 sf 1.36% Impervious Runoff Depth=5.52"Subcatchment PR12: West site to Area Drain Tc=6.0 min CN=80 Runoff=0.36 cfs 1,147 cfRunoff Area=2,379 sf 11.60% Impervious Runoff Depth=5.76"Subcatchment PR13: Pavers front Tc=674.0 min CN=82 Runoff=0.03 cfs 1,141 cfRunoff Area=676 sf 77.51% Impervious Runoff Depth=7.17"Subcatchment PR14: Pavers North Tc=674.0 min CN=94 Runoff=0.01 cfs 404 cfRunoff Area=2,750 sf 100.00% Impervious Runoff Depth=7.65"Subcatchment PR15a: Roof West Tc=6.0 min CN=98 Runoff=0.48 cfs 1,753 cfRunoff Area=2,889 sf 100.00% Impervious Runoff Depth=7.65"Subcatchment PR15b: Roof East Tc=6.0 min CN=98 Runoff=0.50 cfs 1,842 cfRunoff Area=13,694 sf 44.87% Impervious Runoff Depth=6.46"Subcatchment PR16: Remainder of site Tc=6.0 min CN=88 Runoff=2.22 cfs 7,373 cfRunoff Area=443 sf 33.86% Impervious Runoff Depth=6.22"Subcatchment PR17: Pavers path Tc=674.0 min CN=86 Runoff=0.01 cfs 230 cfRunoff Area=164 sf 0.00% Impervious Runoff Depth=5.52"Subcatchment PR2: Basin 2 Tc=6.0 min CN=80 Runoff=0.02 cfs 75 cfRunoff Area=437 sf 3.20% Impervious Runoff Depth=5.64"Subcatchment PR3: Basin 3 Tc=6.0 min CN=81 Runoff=0.06 cfs 205 cfRunoff Area=2,525 sf 10.02% Impervious Runoff Depth=5.76"Subcatchment PR4: Basin 4 Tc=6.0 min CN=82 Runoff=0.38 cfs 1,211 cfRunoff Area=172 sf 18.02% Impervious Runoff Depth=5.87"Subcatchment PR5: Basin 5 Tc=6.0 min CN=83 Runoff=0.03 cfs 84 cfRunoff Area=188 sf 30.32% Impervious Runoff Depth=6.11"Subcatchment PR6: Basin 6 Tc=6.0 min CN=85 Runoff=0.03 cfs 96 cfRunoff Area=458 sf 26.20% Impervious Runoff Depth=6.11"Subcatchment PR7: Basin 7 Tc=6.0 min CN=85 Runoff=0.07 cfs 233 cfNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 260HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCRunoff Area=630 sf 10.16% Impervious Runoff Depth=5.76"Subcatchment PR8: Basin 8 Tc=6.0 min CN=82 Runoff=0.09 cfs 302 cfRunoff Area=3,923 sf 27.20% Impervious Runoff Depth=6.11"Subcatchment PR9: Basin 9 Tc=6.0 min CN=85 Runoff=0.61 cfs 1,997 cf Inflow=5.54 cfs 21,821 cfReach DP-PR: Proposed Site Outflow=5.54 cfs 21,821 cfAvg. Flow Depth=0.17' Max Vel=6.09 fps Inflow=0.35 cfs 1,275 cfReach P1: 4" Pipe Under Path6.0" Round Pipe n=0.013 L=15.0' S=0.0667 '/' Capacity=1.45 cfs Outflow=0.35 cfs 1,275 cfAvg. Flow Depth=0.36' Max Vel=4.05 fps Inflow=0.77 cfs 3,199 cfReach P2: 8" Pipe8.0" Round Pipe n=0.013 L=65.0' S=0.0129 '/' Capacity=1.37 cfs Outflow=0.77 cfs 3,199 cfAvg. Flow Depth=0.16' Max Vel=6.24 fps Inflow=0.33 cfs 1,524 cfReach P3: 4" Outlet Pipe6.0" Round Pipe n=0.013 L=136.0' S=0.0748 '/' Capacity=1.53 cfs Outflow=0.33 cfs 1,524 cfPeak Elev=183.45' Storage=20 cf Inflow=0.30 cfs 995 cfPond 1: Surface 1 Primary=0.29 cfs 858 cf Secondary=0.00 cfs 137 cf Outflow=0.30 cfs 995 cfPeak Elev=178.28' Storage=3 cf Inflow=0.00 cfs 137 cfPond 1S: Subsurface 1 Outflow=0.02 cfs 136 cfPeak Elev=182.00' Storage=0 cf Inflow=0.32 cfs 934 cfPond 2: Surface 2 Primary=0.00 cfs 0 cf Secondary=0.32 cfs 934 cf Outflow=0.32 cfs 934 cfPeak Elev=178.38' Storage=17 cf Inflow=0.32 cfs 1,070 cfPond 2S: Subsurface 2 Outflow=0.31 cfs 1,070 cfPeak Elev=181.83' Storage=11 cf Inflow=0.06 cfs 205 cfPond 3: Surface 3 Primary=0.06 cfs 77 cf Secondary=0.00 cfs 128 cf Outflow=0.06 cfs 205 cfPeak Elev=177.86' Storage=21 cf Inflow=0.31 cfs 1,198 cfPond 3S: Subsurface 3 Outflow=0.30 cfs 1,198 cfPeak Elev=183.47' Storage=110 cf Inflow=0.38 cfs 1,211 cfPond 4: Surface 4 Primary=0.31 cfs 651 cf Secondary=0.02 cfs 561 cf Outflow=0.33 cfs 1,211 cfPeak Elev=178.27' Storage=10 cf Inflow=0.02 cfs 561 cfPond 4S: Subsurface 4 Outflow=0.02 cfs 560 cfPeak Elev=182.98' Storage=34 cf Inflow=0.34 cfs 735 cfPond 5: Surface 5 Primary=0.33 cfs 632 cf Secondary=0.01 cfs 102 cf Outflow=0.33 cfs 735 cfPeak Elev=177.78' Storage=3 cf Inflow=0.03 cfs 662 cfPond 5S: Subsurface 5 Outflow=0.03 cfs 662 cfPeak Elev=182.49' Storage=36 cf Inflow=0.35 cfs 728 cfPond 6: Surface 6 Primary=0.34 cfs 628 cf Secondary=0.01 cfs 100 cf Outflow=0.35 cfs 728 cf NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 261HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPeak Elev=177.30' Storage=3 cf Inflow=0.03 cfs 762 cfPond 6S: Subsurface 6 Outflow=0.03 cfs 761 cfPeak Elev=181.51' Storage=68 cf Inflow=0.40 cfs 861 cfPond 7: Surface 7 Primary=0.38 cfs 680 cf Secondary=0.01 cfs 181 cf Outflow=0.39 cfs 861 cfPeak Elev=177.11' Storage=45 cf Inflow=0.39 cfs 2,218 cfPond 7S: Subsurface 7 Outflow=0.37 cfs 2,217 cfPeak Elev=180.13' Storage=90 cf Inflow=0.45 cfs 982 cfPond 8: Surface 8 Primary=0.43 cfs 670 cf Secondary=0.02 cfs 312 cf Outflow=0.45 cfs 982 cfPeak Elev=175.61' Storage=46 cf Inflow=0.38 cfs 2,529 cfPond 8S: Subsurface 8 Outflow=0.37 cfs 2,528 cfPeak Elev=174.41' Storage=14 cf Inflow=0.61 cfs 1,997 cfPond 9: Surface 9 Primary=0.60 cfs 1,709 cf Secondary=0.01 cfs 288 cf Outflow=0.61 cfs 1,997 cfPeak Elev=170.73' Storage=10 cf Inflow=0.01 cfs 288 cfPond 9S: Subsurface 9 Outflow=0.01 cfs 286 cfPeak Elev=173.39' Storage=37 cf Inflow=0.51 cfs 1,624 cfPond 10: Surface 10 Primary=0.49 cfs 1,051 cf Secondary=0.01 cfs 573 cf Outflow=0.50 cfs 1,624 cfPeak Elev=168.74' Storage=6 cf Inflow=0.01 cfs 573 cfPond 10S: Subsurface 10 Outflow=0.01 cfs 572 cfPeak Elev=185.41' Storage=55 cf Inflow=0.34 cfs 1,524 cfPond 11: Surface 11 Primary=0.33 cfs 777 cf Secondary=0.01 cfs 747 cf Outflow=0.34 cfs 1,524 cfPeak Elev=183.33' Storage=19 cf Inflow=0.01 cfs 747 cfPond 11S: Subsurface 11 Outflow=0.02 cfs 747 cfPeak Elev=171.05' Storage=220 cf Inflow=0.59 cfs 3,392 cfPond 29P: Landscape Filter Outflow=0.51 cfs 3,388 cfPeak Elev=174.97' Storage=3 cf Inflow=0.01 cfs 230 cfPond 30P: Porous Pavers Outflow=0.01 cfs 229 cfPeak Elev=173.98' Inflow=0.48 cfs 1,753 cfPond 31P: Distribution Pipes Primary=0.28 cfs 1,653 cf Secondary=0.20 cfs 100 cf Outflow=0.48 cfs 1,753 cfPeak Elev=174.08' Inflow=0.50 cfs 1,842 cfPond 33P: Distribution Pipes Primary=0.31 cfs 1,739 cf Secondary=0.19 cfs 103 cf Outflow=0.50 cfs 1,842 cfPeak Elev=188.50' Storage=13 cf Inflow=0.01 cfs 404 cfPond PN: Porous Pavers4.0" Round Culvert n=0.013 L=7.0' S=0.3471 '/' Outflow=0.01 cfs 402 cfPeak Elev=175.03' Storage=10 cf Inflow=0.03 cfs 1,141 cfPond PS: Porous Pavers Outflow=0.03 cfs 1,140 cfNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 262HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLC Inflow=3.34 cfs 14,448 cfLink 33L: On-site Closed Drainage Primary=3.34 cfs 14,448 cfTotal Runoff Area = 41,329 sf Runoff Volume = 21,834 cf Average Runoff Depth = 6.34"61.40% Pervious = 25,378 sf 38.60% Impervious = 15,951 sf NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 263HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR1: Basin 1Runoff = 0.30 cfs @ 12.13 hrs, Volume= 995 cf, Depth= 6.22" Routed to Pond 1 : Surface 1Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 643 98 Site Impervious1,275 80 >75% Grass cover, Good, HSG D1,918 86 Weighted Average1,275 66.48% Pervious Area643 33.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR1: Basin 1RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=1,918 sfRunoff Volume=995 cfRunoff Depth=6.22"Tc=6.0 minCN=860.30 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 264HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR10: Basin 10Runoff = 0.51 cfs @ 12.13 hrs, Volume= 1,624 cf, Depth= 5.76" Routed to Pond 10 : Surface 10Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 324 98 Site Impervious3,062 80 >75% Grass cover, Good, HSG D3,386 82 Weighted Average3,062 90.43% Pervious Area324 9.57% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR10: Basin 10RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=3,386 sfRunoff Volume=1,624 cfRunoff Depth=5.76"Tc=6.0 minCN=820.51 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 265HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR11: Basin 11Runoff = 0.34 cfs @ 12.13 hrs, Volume= 1,122 cf, Depth= 6.11" Routed to Pond 11 : Surface 11Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 611 98 Site Impervious1,593 80 >75% Grass cover, Good, HSG D2,204 85 Weighted Average1,593 72.28% Pervious Area611 27.72% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR11: Basin 11RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=2,204 sfRunoff Volume=1,122 cfRunoff Depth=6.11"Tc=6.0 minCN=850.34 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 266HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR12: West site to Area DrainRunoff = 0.36 cfs @ 12.13 hrs, Volume= 1,147 cf, Depth= 5.52" Routed to Link 33L : On-site Closed DrainageRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 34 98 Site Impervious2,459 80 >75% Grass cover, Good, HSG D2,493 80 Weighted Average2,459 98.64% Pervious Area34 1.36% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR12: West site to Area DrainRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=2,493 sfRunoff Volume=1,147 cfRunoff Depth=5.52"Tc=6.0 minCN=800.36 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 267HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR13: Pavers frontRunoff = 0.03 cfs @ 20.97 hrs, Volume= 1,141 cf, Depth= 5.76" Routed to Pond PS : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 28 98 Site Impervious* 248 98 Permeable Pavers2,103 80 >75% Grass cover, Good, HSG D2,379 82 Weighted Average2,103 88.40% Pervious Area276 11.60% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR13: Pavers frontRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=2,379 sfRunoff Volume=1,141 cfRunoff Depth=5.76"Tc=674.0 minCN=820.03 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 268HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR14: Pavers NorthRunoff = 0.01 cfs @ 20.23 hrs, Volume= 404 cf, Depth= 7.17" Routed to Pond PN : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 60 98 Site Impervious* 464 98 Porous Pavers152 80 >75% Grass cover, Good, HSG D676 94 Weighted Average152 22.49% Pervious Area524 77.51% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Pavers TcSubcatchment PR14: Pavers NorthRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0090.0090.0080.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=676 sfRunoff Volume=404 cfRunoff Depth=7.17"Tc=674.0 minCN=940.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 269HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15a: Roof WestRunoff = 0.48 cfs @ 12.13 hrs, Volume= 1,753 cf, Depth= 7.65" Routed to Pond 31P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 2,750 98 Roof2,750 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15a: Roof WestRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.50.450.40.350.30.250.20.150.10.050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=2,750 sfRunoff Volume=1,753 cfRunoff Depth=7.65"Tc=6.0 minCN=980.48 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 270HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR15b: Roof EastRunoff = 0.50 cfs @ 12.13 hrs, Volume= 1,842 cf, Depth= 7.65" Routed to Pond 33P : Distribution PipesRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 2,889 98 Roof2,889 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR15b: Roof EastRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=2,889 sfRunoff Volume=1,842 cfRunoff Depth=7.65"Tc=6.0 minCN=980.50 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 271HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR16: Remainder of siteRunoff = 2.22 cfs @ 12.13 hrs, Volume= 7,373 cf, Depth= 6.46" Routed to Reach DP-PR : Proposed SiteRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 6,144 98 Site Impervious7,550 80 >75% Grass cover, Good, HSG D13,694 88 Weighted Average7,550 55.13% Pervious Area6,144 44.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR16: Remainder of siteRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)210NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=13,694 sfRunoff Volume=7,373 cfRunoff Depth=6.46"Tc=6.0 minCN=882.22 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 272HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR17: Pavers pathRunoff = 0.01 cfs @ 20.97 hrs, Volume= 230 cf, Depth= 6.22" Routed to Pond 30P : Porous PaversRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 150 98 Permeable Pavers293 80 >75% Grass cover, Good, HSG D443 86 Weighted Average293 66.14% Pervious Area150 33.86% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)674.0Direct Entry, Paver TcSubcatchment PR17: Pavers pathRunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=443 sfRunoff Volume=230 cfRunoff Depth=6.22"Tc=674.0 minCN=860.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 273HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR2: Basin 2Runoff = 0.02 cfs @ 12.13 hrs, Volume= 75 cf, Depth= 5.52" Routed to Pond 2 : Surface 2Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description164 80 >75% Grass cover, Good, HSG D164 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR2: Basin 2RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=164 sfRunoff Volume=75 cfRunoff Depth=5.52"Tc=6.0 minCN=800.02 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 274HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR3: Basin 3Runoff = 0.06 cfs @ 12.13 hrs, Volume= 205 cf, Depth= 5.64" Routed to Pond 3 : Surface 3Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 14 98 Site Impervious423 80 >75% Grass cover, Good, HSG D437 81 Weighted Average423 96.80% Pervious Area14 3.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR3: Basin 3RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=437 sfRunoff Volume=205 cfRunoff Depth=5.64"Tc=6.0 minCN=810.06 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 275HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR4: Basin 4Runoff = 0.38 cfs @ 12.13 hrs, Volume= 1,211 cf, Depth= 5.76" Routed to Pond 4 : Surface 4Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 253 98 Impervious2,272 80 >75% Grass cover, Good, HSG D2,525 82 Weighted Average2,272 89.98% Pervious Area253 10.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR4: Basin 4RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=2,525 sfRunoff Volume=1,211 cfRunoff Depth=5.76"Tc=6.0 minCN=820.38 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 276HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR5: Basin 5Runoff = 0.03 cfs @ 12.13 hrs, Volume= 84 cf, Depth= 5.87" Routed to Pond 5 : Surface 5Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 31 98 Site Impervious141 80 >75% Grass cover, Good, HSG D172 83 Weighted Average141 81.98% Pervious Area31 18.02% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR5: Basin 5RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=172 sfRunoff Volume=84 cfRunoff Depth=5.87"Tc=6.0 minCN=830.03 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 277HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR6: Basin 6Runoff = 0.03 cfs @ 12.13 hrs, Volume= 96 cf, Depth= 6.11" Routed to Pond 6 : Surface 6Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 57 98 Site Impervious131 80 >75% Grass cover, Good, HSG D188 85 Weighted Average131 69.68% Pervious Area57 30.32% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR6: Basin 6RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=188 sfRunoff Volume=96 cfRunoff Depth=6.11"Tc=6.0 minCN=850.03 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 278HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR7: Basin 7Runoff = 0.07 cfs @ 12.13 hrs, Volume= 233 cf, Depth= 6.11" Routed to Pond 7 : Surface 7Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 120 98 Site Impervious338 80 >75% Grass cover, Good, HSG D458 85 Weighted Average338 73.80% Pervious Area120 26.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR7: Basin 7RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=458 sfRunoff Volume=233 cfRunoff Depth=6.11"Tc=6.0 minCN=850.07 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 279HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR8: Basin 8Runoff = 0.09 cfs @ 12.13 hrs, Volume= 302 cf, Depth= 5.76" Routed to Pond 8 : Surface 8Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 64 98 Site Impervious566 80 >75% Grass cover, Good, HSG D630 82 Weighted Average566 89.84% Pervious Area64 10.16% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR8: Basin 8RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=630 sfRunoff Volume=302 cfRunoff Depth=5.76"Tc=6.0 minCN=820.09 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 280HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Subcatchment PR9: Basin 9Runoff = 0.61 cfs @ 12.13 hrs, Volume= 1,997 cf, Depth= 6.11" Routed to Pond 9 : Surface 9Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsNOAA 24-hr D 100-YR Rainfall=7.89"Area (sf) CN Description* 1,067 98 Impervious2,856 80 >75% Grass cover, Good, HSG D3,923 85 Weighted Average2,856 72.80% Pervious Area1,067 27.20% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Min TcSubcatchment PR9: Basin 9RunoffHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.650.60.550.50.450.40.350.30.250.20.150.10.050NOAA 24-hr D100-YR Rainfall=7.89"Runoff Area=3,923 sfRunoff Volume=1,997 cfRunoff Depth=6.11"Tc=6.0 minCN=850.61 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 281HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach DP-PR: Proposed Site[40] Hint: Not Described (Outflow=Inflow)Inflow Area = 41,329 sf, 38.60% Impervious, Inflow Depth = 6.34" for 100-YR eventInflow = 5.54 cfs @ 12.14 hrs, Volume= 21,821 cfOutflow = 5.54 cfs @ 12.14 hrs, Volume= 21,821 cf, Atten= 0%, Lag= 0.0 minRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Reach DP-PR: Proposed SiteInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)6543210Inflow Area=41,329 sf5.54 cfs5.54 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 282HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P1: 4" Pipe Under Path[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 6.07" for 100-YR eventInflow = 0.35 cfs @ 12.16 hrs, Volume= 1,275 cfOutflow = 0.35 cfs @ 12.16 hrs, Volume= 1,275 cf, Atten= 0%, Lag= 0.0 min Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 6.09 fps, Min. Travel Time= 0.0 minAvg. Velocity = 2.03 fps, Avg. Travel Time= 0.1 minPeak Storage= 1 cf @ 12.16 hrsAverage Depth at Peak Storage= 0.17' , Surface Width= 0.47'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.45 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 15.0' Slope= 0.0667 '/'Inlet Invert= 177.18', Outlet Invert= 176.18' NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 283HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P1: 4" Pipe Under PathInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfAvg. Flow Depth=0.17'Max Vel=6.09 fps6.0"Round Pipen=0.013L=15.0'S=0.0667 '/'Capacity=1.45 cfs0.35 cfs0.35 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 284HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P2: 8" Pipe[52] Hint: Inlet/Outlet conditions not evaluatedInflow Area = 6,492 sf, 18.21% Impervious, Inflow Depth = 5.91" for 100-YR eventInflow = 0.77 cfs @ 12.20 hrs, Volume= 3,199 cfOutflow = 0.77 cfs @ 12.20 hrs, Volume= 3,199 cf, Atten= 0%, Lag= 0.3 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 4.05 fps, Min. Travel Time= 0.3 minAvg. Velocity = 1.31 fps, Avg. Travel Time= 0.8 minPeak Storage= 12 cf @ 12.20 hrsAverage Depth at Peak Storage= 0.36' , Surface Width= 0.66'Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.37 cfs8.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 65.0' Slope= 0.0129 '/'Inlet Invert= 174.50', Outlet Invert= 173.66' NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 285HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P2: 8" PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=6,492 sfAvg. Flow Depth=0.36'Max Vel=4.05 fps8.0"Round Pipen=0.013L=65.0'S=0.0129 '/'Capacity=1.37 cfs0.77 cfs0.77 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 286HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Reach P3: 4" Outlet Pipe[52] Hint: Inlet/Outlet conditions not evaluated[80] Warning: Exceeded Pond 11S by 0.01' @ 12.12 hrs (0.02 cfs 5 cf) Inflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 6.35" for 100-YR eventInflow = 0.33 cfs @ 12.14 hrs, Volume= 1,524 cfOutflow = 0.33 cfs @ 12.14 hrs, Volume= 1,524 cf, Atten= 0%, Lag= 0.2 min Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 6.24 fps, Min. Travel Time= 0.4 minAvg. Velocity = 1.68 fps, Avg. Travel Time= 1.3 minPeak Storage= 7 cf @ 12.14 hrsAverage Depth at Peak Storage= 0.16' , Surface Width= 0.46'Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.53 cfs6.0" Round Pipen= 0.013 Corrugated PE, smooth interiorLength= 136.0' Slope= 0.0748 '/'Inlet Invert= 183.17', Outlet Invert= 173.00' NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 287HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCReach P3: 4" Outlet PipeInflowOutflowHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,880 sfAvg. Flow Depth=0.16'Max Vel=6.24 fps6.0"Round Pipen=0.013L=136.0'S=0.0748 '/'Capacity=1.53 cfs0.33 cfs0.33 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 288HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1: Surface 1Inflow Area = 1,918 sf, 33.52% Impervious, Inflow Depth = 6.22" for 100-YR eventInflow = 0.30 cfs @ 12.13 hrs, Volume= 995 cfOutflow = 0.30 cfs @ 12.14 hrs, Volume= 995 cf, Atten= 1%, Lag= 0.6 minPrimary = 0.29 cfs @ 12.14 hrs, Volume= 858 cf Routed to Pond 2 : Surface 2Secondary = 0.00 cfs @ 12.14 hrs, Volume= 137 cf Routed to Pond 1S : Subsurface 1Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.45' @ 12.14 hrs Surf.Area= 51 sf Storage= 20 cfPlug-Flow detention time= 6.7 min calculated for 995 cf (100% of inflow)Center-of-Mass det. time= 6.7 min ( 800.2 - 793.5 )Volume Invert Avail.Storage Storage Description#1 182.50' 23 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 2 0 0183.00 17 5 5183.51 55 18 23Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 12.14 hrs HW=183.45' TW=182.00' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.17 cfs @ 2.74 fps)4=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.45 fps)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=183.45' TW=178.24' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 289HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1: Surface 1InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=1,918 sfPeak Elev=183.45'Storage=20 cf0.30 cfs0.30 cfs0.29 cfs0.00 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 290HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 1S: Subsurface 1[90] Warning: Qout>Qin may require smaller dt or Finer RoutingInflow = 0.00 cfs @ 12.14 hrs, Volume= 137 cfOutflow = 0.02 cfs @ 12.20 hrs, Volume= 136 cf, Atten= 0%, Lag= 3.9 minPrimary = 0.02 cfs @ 12.20 hrs, Volume= 136 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.28' @ 12.19 hrs Surf.Area= 52 sf Storage= 3 cfPlug-Flow detention time= 7.6 min calculated for 136 cf (100% of inflow)Center-of-Mass det. time= 6.5 min ( 893.6 - 887.1 )Volume Invert Avail.Storage Storage Description#1 178.16' 48 cfCustom Stage Data (Prismatic) Listed below (Recalc)122 cf Overall - 1 cf Embedded = 121 cf x 40.0% Voids#2 178.17' 1 cf4.0" Round Pipe Storage Inside #1L= 11.8'49 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.16 52 0 0180.50 52 122 122Device Routing Invert Outlet Devices#1 Primary 178.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.20 hrs HW=178.26' TW=178.22' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.94 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 291HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 1S: Subsurface 1InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=178.28'Storage=3 cf0.00 cfs0.02 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 292HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2: Surface 2Inflow Area = 2,082 sf, 30.88% Impervious, Inflow Depth = 5.38" for 100-YR eventInflow = 0.32 cfs @ 12.14 hrs, Volume= 934 cfOutflow = 0.32 cfs @ 12.14 hrs, Volume= 934 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3 : Surface 3Secondary = 0.32 cfs @ 12.14 hrs, Volume= 934 cf Routed to Pond 2S : Subsurface 2Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.00' @ 0.00 hrs Surf.Area= 2 sf Storage= 0 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= (not calculated: outflow precedes inflow)Volume Invert Avail.Storage Storage Description#1 182.00' 28 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 25 7 7183.01 60 22 28Device Routing Invert Outlet Devices#1 Secondary 182.00'4.00 cfs Exfiltration at all elevations #2 Primary 183.00'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=182.00' TW=181.50' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate ( Controls 0.00 cfs)4=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=182.00' TW=178.36' (Dynamic Tailwater)1=Exfiltration (Passes 0.00 cfs of 4.00 cfs potential flow) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 293HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2: Surface 2InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,082 sfPeak Elev=182.00'Storage=0 cf0.32 cfs0.32 cfs0.00 cfs0.32 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 294HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 2S: Subsurface 2[80] Warning: Exceeded Pond 1S by 0.13' @ 12.15 hrs (0.09 cfs 19 cf) Inflow = 0.32 cfs @ 12.14 hrs, Volume= 1,070 cfOutflow = 0.31 cfs @ 12.15 hrs, Volume= 1,070 cf, Atten= 3%, Lag= 0.7 minPrimary = 0.31 cfs @ 12.15 hrs, Volume= 1,070 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.38' @ 12.16 hrs Surf.Area= 57 sf Storage= 17 cfPlug-Flow detention time= 2.1 min calculated for 1,070 cf (100% of inflow)Center-of-Mass det. time= 2.0 min ( 803.6 - 801.7 )Volume Invert Avail.Storage Storage Description#1 177.66' 53 cfCustom Stage Data (Prismatic) Listed below (Recalc)133 cf Overall - 1 cf Embedded = 133 cf x 40.0% Voids#2 177.67' 1 cf4.0" Round Pipe Storage Inside #1L= 10.0'54 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.66 57 0 0180.00 57 133 133Device Routing Invert Outlet Devices#1 Primary 177.67'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.31 cfs @ 12.15 hrs HW=178.37' TW=177.83' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.31 cfs @ 3.53 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 295HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 2S: Subsurface 2InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Peak Elev=178.38'Storage=17 cf0.32 cfs0.31 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 296HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3: Surface 3Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 0.98" for 100-YR eventInflow = 0.06 cfs @ 12.13 hrs, Volume= 205 cfOutflow = 0.06 cfs @ 12.14 hrs, Volume= 205 cf, Atten= 0%, Lag= 0.4 minPrimary = 0.06 cfs @ 12.14 hrs, Volume= 77 cf Routed to Reach P1 : 4" Pipe Under PathSecondary = 0.00 cfs @ 12.14 hrs, Volume= 128 cf Routed to Pond 3S : Subsurface 3Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.83' @ 12.14 hrs Surf.Area= 52 sf Storage= 11 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 11.8 min ( 819.6 - 807.7 )Volume Invert Avail.Storage Storage Description#1 181.50' 22 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 15 0 0182.00 71 22 22Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 181.80'12inch-Dome Grate Capacity Primary OutFlow Max=0.06 cfs @ 12.14 hrs HW=181.83' TW=177.34' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.06 cfs)Secondary OutFlow Max=0.00 cfs @ 12.14 hrs HW=181.83' TW=177.79' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.00 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 297HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3: Surface 3InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=2,519 sfPeak Elev=181.83'Storage=11 cf0.06 cfs0.06 cfs0.06 cfs0.00 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 298HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 3S: Subsurface 3Inflow = 0.31 cfs @ 12.15 hrs, Volume= 1,198 cfOutflow = 0.30 cfs @ 12.18 hrs, Volume= 1,198 cf, Atten= 4%, Lag= 1.4 minPrimary = 0.30 cfs @ 12.18 hrs, Volume= 1,198 cf Routed to Reach P1 : 4" Pipe Under PathRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.86' @ 12.17 hrs Surf.Area= 71 sf Storage= 21 cfPlug-Flow detention time= 2.5 min calculated for 1,198 cf (100% of inflow)Center-of-Mass det. time= 2.4 min ( 813.3 - 810.9 )Volume Invert Avail.Storage Storage Description#1 177.17' 66 cfCustom Stage Data (Prismatic) Listed below (Recalc)165 cf Overall - 1 cf Embedded = 164 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'67 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 71 0 0179.50 71 165 165Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.30 cfs @ 12.18 hrs HW=177.86' TW=177.35' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.30 cfs @ 3.45 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 299HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 3S: Subsurface 3InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Peak Elev=177.86'Storage=21 cf0.31 cfs0.30 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 300HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4: Surface 4Inflow Area = 2,525 sf, 10.02% Impervious, Inflow Depth = 5.76" for 100-YR eventInflow = 0.38 cfs @ 12.13 hrs, Volume= 1,211 cfOutflow = 0.33 cfs @ 12.16 hrs, Volume= 1,211 cf, Atten= 11%, Lag= 2.0 minPrimary = 0.31 cfs @ 12.16 hrs, Volume= 651 cf Routed to Pond 5 : Surface 5Secondary = 0.02 cfs @ 12.16 hrs, Volume= 561 cf Routed to Pond 4S : Subsurface 4Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.47' @ 12.16 hrs Surf.Area= 220 sf Storage= 110 cfPlug-Flow detention time= 21.2 min calculated for 1,211 cf (100% of inflow)Center-of-Mass det. time= 21.2 min ( 826.3 - 805.0 )Volume Invert Avail.Storage Storage Description#1 182.50' 119 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.50 14 0 0183.00 114 32 32183.51 229 87 119Device Routing Invert Outlet Devices#1 Secondary 182.50'4.000 in/hr Exfiltration over Surface area #2 Primary 183.50'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 183.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 183.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.31 cfs @ 12.16 hrs HW=183.47' TW=182.98' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.81 fps)4=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.50 fps)Secondary OutFlow Max=0.02 cfs @ 12.16 hrs HW=183.47' TW=178.27' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.02 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 301HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4: Surface 4InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,525 sfPeak Elev=183.47'Storage=110 cf0.38 cfs0.33 cfs0.31 cfs0.02 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 302HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 4S: Subsurface 4Inflow = 0.02 cfs @ 12.16 hrs, Volume= 561 cfOutflow = 0.02 cfs @ 12.21 hrs, Volume= 560 cf, Atten= 4%, Lag= 3.1 minPrimary = 0.02 cfs @ 12.21 hrs, Volume= 560 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 178.27' @ 12.21 hrs Surf.Area= 229 sf Storage= 10 cfPlug-Flow detention time= 13.3 min calculated for 560 cf (100% of inflow)Center-of-Mass det. time= 12.3 min ( 932.5 - 920.2 )Volume Invert Avail.Storage Storage Description#1 178.17' 212 cfCustom Stage Data (Prismatic) Listed below (Recalc)534 cf Overall - 3 cf Embedded = 530 cf x 40.0% Voids#2 178.18' 3 cf4.0" Round Pipe Storage Inside #1L= 36.0'215 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)178.17 229 0 0180.50 229 534 534Device Routing Invert Outlet Devices#1 Primary 178.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.21 hrs HW=178.27' TW=177.78' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.02 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 303HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 4S: Subsurface 4InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0220.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=178.27'Storage=10 cf0.02 cfs0.02 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 304HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5: Surface 5Inflow Area = 2,697 sf, 10.53% Impervious, Inflow Depth = 3.27" for 100-YR eventInflow = 0.34 cfs @ 12.16 hrs, Volume= 735 cfOutflow = 0.33 cfs @ 12.17 hrs, Volume= 735 cf, Atten= 2%, Lag= 0.9 minPrimary = 0.33 cfs @ 12.17 hrs, Volume= 632 cf Routed to Pond 6 : Surface 6Secondary = 0.01 cfs @ 12.17 hrs, Volume= 102 cf Routed to Pond 5S : Subsurface 5Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.98' @ 12.17 hrs Surf.Area= 66 sf Storage= 34 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 6.3 min ( 758.1 - 751.9 )Volume Invert Avail.Storage Storage Description#1 182.00' 36 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)182.00 2 0 0182.50 36 10 10183.01 68 27 36Device Routing Invert Outlet Devices#1 Secondary 182.00'4.000 in/hr Exfiltration over Surface area #2 Primary 183.00'7.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.50'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.75'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.33 cfs @ 12.17 hrs HW=182.98' TW=182.49' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.85 fps)4=Orifice/Grate (Orifice Controls 0.15 cfs @ 1.54 fps)Secondary OutFlow Max=0.01 cfs @ 12.17 hrs HW=182.98' TW=177.78' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 305HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5: Surface 5InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,697 sfPeak Elev=182.98'Storage=34 cf0.34 cfs0.33 cfs0.33 cfs0.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 306HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 5S: Subsurface 5Inflow = 0.03 cfs @ 12.20 hrs, Volume= 662 cfOutflow = 0.03 cfs @ 12.22 hrs, Volume= 662 cf, Atten= 0%, Lag= 1.1 minPrimary = 0.03 cfs @ 12.22 hrs, Volume= 662 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.78' @ 12.22 hrs Surf.Area= 68 sf Storage= 3 cfPlug-Flow detention time= 3.7 min calculated for 662 cf (100% of inflow)Center-of-Mass det. time= 3.3 min ( 923.3 - 920.0 )Volume Invert Avail.Storage Storage Description#1 177.67' 63 cfCustom Stage Data (Prismatic) Listed below (Recalc)158 cf Overall - 1 cf Embedded = 157 cf x 40.0% Voids#2 177.68' 1 cf4.0" Round Pipe Storage Inside #1L= 12.0'64 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.67 68 0 0180.00 68 158 158Device Routing Invert Outlet Devices#1 Primary 177.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.22 hrs HW=177.78' TW=177.30' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.10 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 307HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 5S: Subsurface 5InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Peak Elev=177.78'Storage=3 cf0.03 cfs0.03 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 308HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6: Surface 6Inflow Area = 2,885 sf, 11.82% Impervious, Inflow Depth = 3.03" for 100-YR eventInflow = 0.35 cfs @ 12.17 hrs, Volume= 728 cfOutflow = 0.35 cfs @ 12.18 hrs, Volume= 728 cf, Atten= 1%, Lag= 0.8 minPrimary = 0.34 cfs @ 12.18 hrs, Volume= 628 cf Routed to Pond 7 : Surface 7Secondary = 0.01 cfs @ 12.18 hrs, Volume= 100 cf Routed to Pond 6S : Subsurface 6Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 182.49' @ 12.18 hrs Surf.Area= 62 sf Storage= 36 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 6.0 min ( 756.0 - 750.0 )Volume Invert Avail.Storage Storage Description#1 181.50' 37 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)181.50 2 0 0182.00 40 11 11182.51 63 26 37Device Routing Invert Outlet Devices#1 Secondary 181.50'4.000 in/hr Exfiltration over Surface area #2 Primary 182.50'9.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 182.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 182.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 12.18 hrs HW=182.49' TW=181.51' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.90 fps)4=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.58 fps)Secondary OutFlow Max=0.01 cfs @ 12.18 hrs HW=182.49' TW=177.29' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 309HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6: Surface 6InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,885 sfPeak Elev=182.49'Storage=36 cf0.35 cfs0.35 cfs0.34 cfs0.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 310HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 6S: Subsurface 6Inflow = 0.03 cfs @ 12.21 hrs, Volume= 762 cfOutflow = 0.03 cfs @ 12.23 hrs, Volume= 761 cf, Atten= 0%, Lag= 1.0 minPrimary = 0.03 cfs @ 12.23 hrs, Volume= 761 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.30' @ 12.23 hrs Surf.Area= 63 sf Storage= 3 cfPlug-Flow detention time= 3.2 min calculated for 761 cf (100% of inflow)Center-of-Mass det. time= 2.9 min ( 915.5 - 912.6 )Volume Invert Avail.Storage Storage Description#1 177.17' 58 cfCustom Stage Data (Prismatic) Listed below (Recalc)147 cf Overall - 1 cf Embedded = 146 cf x 40.0% Voids#2 177.18' 1 cf4.0" Round Pipe Storage Inside #1L= 13.0'59 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)177.17 63 0 0179.50 63 147 147Device Routing Invert Outlet Devices#1 Primary 177.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.23 hrs HW=177.30' TW=177.08' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.16 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 311HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 6S: Subsurface 6InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Peak Elev=177.30'Storage=3 cf0.03 cfs0.03 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 312HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7: Surface 7Inflow Area = 3,343 sf, 13.79% Impervious, Inflow Depth = 3.09" for 100-YR eventInflow = 0.40 cfs @ 12.17 hrs, Volume= 861 cfOutflow = 0.39 cfs @ 12.18 hrs, Volume= 861 cf, Atten= 0%, Lag= 0.7 minPrimary = 0.38 cfs @ 12.18 hrs, Volume= 680 cf Routed to Pond 8 : Surface 8Secondary = 0.01 cfs @ 12.18 hrs, Volume= 181 cf Routed to Pond 7S : Subsurface 7Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 181.51' @ 12.18 hrs Surf.Area= 117 sf Storage= 68 cfPlug-Flow detention time= 13.4 min calculated for 861 cf (100% of inflow)Center-of-Mass det. time= 13.4 min ( 770.4 - 757.0 )Volume Invert Avail.Storage Storage Description#1 180.00' 69 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)180.00 2 0 0180.50 18 5 5181.00 58 19 24181.51 117 45 69Device Routing Invert Outlet Devices#1 Secondary 180.00'4.000 in/hr Exfiltration over Surface area #2 Primary 181.50'10.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 181.00'3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 181.25'5.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.38 cfs @ 12.18 hrs HW=181.51' TW=180.13' (Dynamic Tailwater)2=Sharp-Crested Rectangular Weir (Weir Controls 0.02 cfs @ 0.28 fps)3=Orifice/Grate (Orifice Controls 0.19 cfs @ 2.96 fps)4=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.67 fps)Secondary OutFlow Max=0.01 cfs @ 12.18 hrs HW=181.51' TW=177.09' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 313HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7: Surface 7InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3,343 sfPeak Elev=181.51'Storage=68 cf0.40 cfs0.39 cfs0.38 cfs0.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 314HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 7S: Subsurface 7[62] Hint: Exceeded Reach P1 OUTLET depth by 0.77' @ 12.21 hrsInflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 10.57" for 100-YR eventInflow = 0.39 cfs @ 12.16 hrs, Volume= 2,218 cfOutflow = 0.37 cfs @ 12.20 hrs, Volume= 2,217 cf, Atten= 7%, Lag= 2.4 minPrimary = 0.37 cfs @ 12.20 hrs, Volume= 2,217 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 177.11' @ 12.20 hrs Surf.Area= 117 sf Storage= 45 cfPlug-Flow detention time= 3.2 min calculated for 2,217 cf (100% of inflow)Center-of-Mass det. time= 3.1 min ( 853.7 - 850.6 )Volume Invert Avail.Storage Storage Description#1 176.17' 108 cfCustom Stage Data (Prismatic) Listed below (Recalc)273 cf Overall - 2 cf Embedded = 271 cf x 40.0% Voids#2 176.18' 2 cf4.0" Round Pipe Storage Inside #1L= 21.0'110 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)176.17 117 0 0178.50 117 273 273Device Routing Invert Outlet Devices#1 Primary 176.18'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.37 cfs @ 12.20 hrs HW=177.11' TW=175.55' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.37 cfs @ 4.21 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 315HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 7S: Subsurface 7InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfPeak Elev=177.11'Storage=45 cf0.39 cfs0.37 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 316HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8: Surface 8Inflow Area = 3,973 sf, 13.21% Impervious, Inflow Depth = 2.97" for 100-YR eventInflow = 0.45 cfs @ 12.18 hrs, Volume= 982 cfOutflow = 0.45 cfs @ 12.19 hrs, Volume= 982 cf, Atten= 1%, Lag= 0.5 minPrimary = 0.43 cfs @ 12.19 hrs, Volume= 670 cf Routed to Reach P2 : 8" PipeSecondary = 0.02 cfs @ 12.19 hrs, Volume= 312 cf Routed to Pond 8S : Subsurface 8Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 180.13' @ 12.19 hrs Surf.Area= 172 sf Storage= 90 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 18.7 min ( 780.6 - 761.9 )Volume Invert Avail.Storage Storage Description#1 179.00' 164 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)179.00 7 0 0179.50 49 14 14179.75 120 21 35180.50 223 129 164Device Routing Invert Outlet Devices#1 Secondary 179.00'4.000 in/hr Exfiltration over Surface area #2 Primary 180.00'12inch-Dome Grate Capacity Primary OutFlow Max=0.43 cfs @ 12.19 hrs HW=180.13' TW=174.86' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.43 cfs)Secondary OutFlow Max=0.02 cfs @ 12.19 hrs HW=180.13' TW=175.51' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.02 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 317HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8: Surface 8InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Inflow Area=3,973 sfPeak Elev=180.13'Storage=90 cf0.45 cfs0.45 cfs0.43 cfs0.02 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 318HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 8S: Subsurface 8Inflow Area = 2,519 sf, 26.08% Impervious, Inflow Depth = 12.05" for 100-YR eventInflow = 0.38 cfs @ 12.20 hrs, Volume= 2,529 cfOutflow = 0.37 cfs @ 12.25 hrs, Volume= 2,528 cf, Atten= 5%, Lag= 2.6 minPrimary = 0.37 cfs @ 12.25 hrs, Volume= 2,528 cf Routed to Reach P2 : 8" PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 175.61' @ 12.24 hrs Surf.Area= 120 sf Storage= 46 cfPlug-Flow detention time= 3.4 min calculated for 2,528 cf (100% of inflow)Center-of-Mass det. time= 3.0 min ( 858.2 - 855.2 )Volume Invert Avail.Storage Storage Description#1 174.67' 111 cfCustom Stage Data (Prismatic) Listed below (Recalc)280 cf Overall - 2 cf Embedded = 278 cf x 40.0% Voids#2 174.68' 2 cf4.0" Round Pipe Storage Inside #1L= 24.0'113 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.67 120 0 0177.00 120 280 280Device Routing Invert Outlet Devices#1 Primary 174.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.37 cfs @ 12.25 hrs HW=175.60' TW=174.85' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.37 cfs @ 4.19 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 319HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 8S: Subsurface 8InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,519 sfPeak Elev=175.61'Storage=46 cf0.38 cfs0.37 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 320HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9: Surface 9Inflow Area = 3,923 sf, 27.20% Impervious, Inflow Depth = 6.11" for 100-YR eventInflow = 0.61 cfs @ 12.13 hrs, Volume= 1,997 cfOutflow = 0.61 cfs @ 12.13 hrs, Volume= 1,997 cf, Atten= 0%, Lag= 0.2 minPrimary = 0.60 cfs @ 12.13 hrs, Volume= 1,709 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.13 hrs, Volume= 288 cf Routed to Pond 9S : Subsurface 9Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.41' @ 12.13 hrs Surf.Area= 70 sf Storage= 14 cfPlug-Flow detention time= 3.3 min calculated for 1,996 cf (100% of inflow)Center-of-Mass det. time= 3.4 min ( 799.8 - 796.5 )Volume Invert Avail.Storage Storage Description#1 174.00' 86 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.00 1 0 0175.00 170 86 86Device Routing Invert Outlet Devices#1 Primary 174.25'12inch-Dome Grate Capacity #2 Secondary 174.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.60 cfs @ 12.13 hrs HW=174.41' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.60 cfs)Secondary OutFlow Max=0.01 cfs @ 12.13 hrs HW=174.41' TW=170.73' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 321HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9: Surface 9InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=3,923 sfPeak Elev=174.41'Storage=14 cf0.61 cfs0.61 cfs0.60 cfs0.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 322HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 9S: Subsurface 9Inflow = 0.01 cfs @ 12.13 hrs, Volume= 288 cfOutflow = 0.01 cfs @ 12.21 hrs, Volume= 286 cf, Atten= 12%, Lag= 4.9 minPrimary = 0.01 cfs @ 12.21 hrs, Volume= 286 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 170.73' @ 12.21 hrs Surf.Area= 170 sf Storage= 10 cfPlug-Flow detention time= 37.2 min calculated for 286 cf (99% of inflow)Center-of-Mass det. time= 34.0 min ( 922.5 - 888.6 )Volume Invert Avail.Storage Storage Description#1 170.67' 395 cfCustom Stage Data (Prismatic) Listed below (Recalc)396 cf Overall - 1 cf Embedded = 395 cf#2 170.68' 1 cf4.0" Round Pipe Storage Inside #1L= 17.0'396 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)170.67 170 0 0173.00 170 396 396Device Routing Invert Outlet Devices#1 Primary 170.68'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.21 hrs HW=170.73' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.74 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 323HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 9S: Subsurface 9InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0070.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Peak Elev=170.73'Storage=10 cf0.01 cfs0.01 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 324HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10: Surface 10Inflow Area = 3,386 sf, 9.57% Impervious, Inflow Depth = 5.76" for 100-YR eventInflow = 0.51 cfs @ 12.13 hrs, Volume= 1,624 cfOutflow = 0.50 cfs @ 12.14 hrs, Volume= 1,624 cf, Atten= 0%, Lag= 0.4 minPrimary = 0.49 cfs @ 12.14 hrs, Volume= 1,051 cf Routed to Link 33L : On-site Closed DrainageSecondary = 0.01 cfs @ 12.14 hrs, Volume= 573 cf Routed to Pond 10S : Subsurface 10Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.39' @ 12.14 hrs Surf.Area= 125 sf Storage= 37 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 11.0 min ( 816.0 - 805.0 )Volume Invert Avail.Storage Storage Description#1 173.00' 142 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)173.00 68 0 0174.00 215 142 142Device Routing Invert Outlet Devices#1 Primary 173.25'12inch-Dome Grate Capacity #2 Secondary 173.00'4.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.49 cfs @ 12.14 hrs HW=173.39' TW=0.00' (Dynamic Tailwater)1=12inch-Dome Grate Capacity (Custom Controls 0.49 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=173.39' TW=168.74' (Dynamic Tailwater)2=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 325HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10: Surface 10InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Inflow Area=3,386 sfPeak Elev=173.39'Storage=37 cf0.51 cfs0.50 cfs0.49 cfs0.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 326HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 10S: Subsurface 10Inflow = 0.01 cfs @ 12.14 hrs, Volume= 573 cfOutflow = 0.01 cfs @ 12.18 hrs, Volume= 572 cf, Atten= 2%, Lag= 2.4 minPrimary = 0.01 cfs @ 12.18 hrs, Volume= 572 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 168.74' @ 12.18 hrs Surf.Area= 215 sf Storage= 6 cfPlug-Flow detention time= 11.2 min calculated for 572 cf (100% of inflow)Center-of-Mass det. time= 10.2 min ( 948.1 - 937.8 )Volume Invert Avail.Storage Storage Description#1 168.67' 200 cfCustom Stage Data (Prismatic) Listed below (Recalc)501 cf Overall - 2 cf Embedded = 499 cf x 40.0% Voids#2 168.68' 2 cf4.0" Round Pipe Storage Inside #1L= 18.0'201 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)168.67 215 0 0171.00 215 501 501Device Routing Invert Outlet Devices#1 Primary 168.68'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.18 hrs HW=168.74' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.84 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 327HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 10S: Subsurface 10InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Peak Elev=168.74'Storage=6 cf0.01 cfs0.01 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 328HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11: Surface 11Inflow Area = 2,880 sf, 39.41% Impervious, Inflow Depth = 6.35" for 100-YR eventInflow = 0.34 cfs @ 12.13 hrs, Volume= 1,524 cfOutflow = 0.34 cfs @ 12.14 hrs, Volume= 1,524 cf, Atten= 0%, Lag= 0.4 minPrimary = 0.33 cfs @ 12.14 hrs, Volume= 777 cf Routed to Reach P3 : 4" Outlet PipeSecondary = 0.01 cfs @ 12.14 hrs, Volume= 747 cf Routed to Pond 11S : Subsurface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 185.41' @ 12.14 hrs Surf.Area= 119 sf Storage= 55 cfPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 32.0 min ( 993.8 - 961.7 )Volume Invert Avail.Storage Storage Description#1 184.50' 284 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)184.50 23 0 0185.00 56 20 20186.00 211 134 153186.50 310 130 284Device Routing Invert Outlet Devices#1 Secondary 184.50'4.000 in/hr Exfiltration over Surface area #2 Primary 185.30'12inch-Dome Grate Capacity Primary OutFlow Max=0.33 cfs @ 12.14 hrs HW=185.41' TW=183.33' (Dynamic Tailwater)2=12inch-Dome Grate Capacity (Custom Controls 0.33 cfs)Secondary OutFlow Max=0.01 cfs @ 12.14 hrs HW=185.41' TW=183.32' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.01 cfs) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 329HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11: Surface 11InflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2,880 sfPeak Elev=185.41'Storage=55 cf0.34 cfs0.34 cfs0.33 cfs0.01 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 330HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 11S: Subsurface 11[90] Warning: Qout>Qin may require smaller dt or Finer RoutingInflow = 0.01 cfs @ 12.14 hrs, Volume= 747 cfOutflow = 0.02 cfs @ 12.22 hrs, Volume= 747 cf, Atten= 0%, Lag= 5.2 minPrimary = 0.02 cfs @ 12.22 hrs, Volume= 747 cf Routed to Reach P3 : 4" Outlet PipeRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 183.33' @ 12.17 hrs Surf.Area= 310 sf Storage= 19 cfPlug-Flow detention time= 18.2 min calculated for 747 cf (100% of inflow)Center-of-Mass det. time= 17.9 min ( 1,199.9 - 1,182.0 )Volume Invert Avail.Storage Storage Description#1 183.17' 289 cfCustom Stage Data (Prismatic) Listed below (Recalc)722 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)183.17 310 0 0185.50 310 722 722Device Routing Invert Outlet Devices#1 Primary 183.17'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.22 hrs HW=183.31' TW=183.30' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.64 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 331HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 11S: Subsurface 11InflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Peak Elev=183.33'Storage=19 cf0.01 cfs0.02 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 332HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 29P: Landscape FilterInflow Area = 5,639 sf,100.00% Impervious, Inflow Depth = 7.22" for 100-YR eventInflow = 0.59 cfs @ 12.13 hrs, Volume= 3,392 cfOutflow = 0.51 cfs @ 12.18 hrs, Volume= 3,388 cf, Atten= 13%, Lag= 3.4 minPrimary = 0.51 cfs @ 12.18 hrs, Volume= 3,388 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 171.05' @ 12.18 hrs Surf.Area= 1,000 sf Storage= 220 cfPlug-Flow detention time= 18.9 min calculated for 3,387 cf (100% of inflow)Center-of-Mass det. time= 18.3 min ( 761.5 - 743.1 )Volume Invert Avail.Storage Storage Description#1 170.50' 1,000 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Voids Inc.Store Cum.Store(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)170.50 1,000 0.0 0 0170.51 1,000 40.0 4 4171.50 1,000 40.0 396 400171.51 1,000 20.0 2 402174.50 1,000 20.0 598 1,000Device Routing Invert Outlet Devices#1 Primary 170.51'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.51 cfs @ 12.18 hrs HW=171.05' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.51 cfs @ 2.59 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 333HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 29P: Landscape FilterInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=5,639 sfPeak Elev=171.05'Storage=220 cf0.59 cfs0.51 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 334HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 30P: Porous PaversInflow Area = 443 sf, 33.86% Impervious, Inflow Depth = 6.22" for 100-YR eventInflow = 0.01 cfs @ 20.97 hrs, Volume= 230 cfOutflow = 0.01 cfs @ 21.00 hrs, Volume= 229 cf, Atten= 0%, Lag= 1.9 minPrimary = 0.01 cfs @ 21.00 hrs, Volume= 229 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.97' @ 21.00 hrs Surf.Area= 150 sf Storage= 3 cfPlug-Flow detention time= 17.8 min calculated for 229 cf (100% of inflow)Center-of-Mass det. time= 14.1 min ( 1,429.8 - 1,415.7 )Volume Invert Avail.Storage Storage Description#1 174.92' 135 cf31" section beneath paver (Prismatic) Listed below (Recalc)387 cf Overall - 2 cf Embedded = 385 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'137 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 150 0 0177.50 150 387 387Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 21.00 hrs HW=174.97' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.72 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 335HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond 30P: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Inflow Area=443 sfPeak Elev=174.97'Storage=3 cf0.01 cfs0.01 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 336HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 31P: Distribution Pipes[57] Hint: Peaked at 173.98' (Flood elevation advised)Inflow Area = 2,750 sf,100.00% Impervious, Inflow Depth = 7.65" for 100-YR eventInflow = 0.48 cfs @ 12.13 hrs, Volume= 1,753 cfOutflow = 0.48 cfs @ 12.13 hrs, Volume= 1,753 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.28 cfs @ 12.13 hrs, Volume= 1,653 cf Routed to Pond 29P : Landscape FilterSecondary = 0.20 cfs @ 12.13 hrs, Volume= 100 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 173.98' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'6.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.28 cfs @ 12.13 hrs HW=173.98' TW=171.02' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.28 cfs @ 3.19 fps)Secondary OutFlow Max=0.20 cfs @ 12.13 hrs HW=173.98' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.20 cfs @ 1.79 fps)Pond 31P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Inflow Area=2,750 sfPeak Elev=173.98'0.48 cfs0.48 cfs0.28 cfs0.20 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 337HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond 33P: Distribution Pipes[57] Hint: Peaked at 174.08' (Flood elevation advised)Inflow Area = 2,889 sf,100.00% Impervious, Inflow Depth = 7.65" for 100-YR eventInflow = 0.50 cfs @ 12.13 hrs, Volume= 1,842 cfOutflow = 0.50 cfs @ 12.13 hrs, Volume= 1,842 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.31 cfs @ 12.13 hrs, Volume= 1,739 cf Routed to Pond 29P : Landscape FilterSecondary = 0.19 cfs @ 12.13 hrs, Volume= 103 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 174.08' @ 12.13 hrsDevice Routing Invert Outlet Devices#1 Secondary 173.70'4.0" Vert. Overflow C= 0.600 Limited to weir flow at low heads #2 Primary 173.37'4.0" Vert. Distribution Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.31 cfs @ 12.13 hrs HW=174.08' TW=171.02' (Dynamic Tailwater)2=Distribution Pipe (Orifice Controls 0.31 cfs @ 3.53 fps)Secondary OutFlow Max=0.19 cfs @ 12.13 hrs HW=174.08' TW=0.00' (Dynamic Tailwater)1=Overflow (Orifice Controls 0.19 cfs @ 2.20 fps)Pond 33P: Distribution PipesInflowOutflowPrimarySecondaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Inflow Area=2,889 sfPeak Elev=174.08'0.50 cfs0.50 cfs0.31 cfs0.19 cfs NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 338HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PN: Porous PaversInflow Area = 676 sf, 77.51% Impervious, Inflow Depth = 7.17" for 100-YR eventInflow = 0.01 cfs @ 20.23 hrs, Volume= 404 cfOutflow = 0.01 cfs @ 20.70 hrs, Volume= 402 cf, Atten= 0%, Lag= 28.5 minPrimary = 0.01 cfs @ 20.70 hrs, Volume= 402 cf Routed to Pond 11 : Surface 11Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 188.50' @ 20.70 hrs Surf.Area= 464 sf Storage= 13 cfPlug-Flow detention time= 42.4 min calculated for 402 cf (100% of inflow)Center-of-Mass det. time= 36.4 min ( 1,422.4 - 1,386.0 )Volume Invert Avail.Storage Storage Description#1 188.42' 417 cf31" section beneath pavers (Prismatic) Listed below (Recalc)1,197 cf Overall - 6 cf Embedded = 1,191 cf x 35.0% Voids#2 188.43' 6 cf4.0" Round Pipe Storage Inside #1L= 67.0'423 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)188.42 464 0 0191.00 464 1,197 1,197Device Routing Invert Outlet Devices#1 Primary 188.43'4.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 188.43' / 186.00' S= 0.3471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Primary OutFlow Max=0.01 cfs @ 20.70 hrs HW=188.50' TW=185.30' (Dynamic Tailwater)1=Culvert (Inlet Controls 0.01 cfs @ 0.70 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 339HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PN: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0090.0090.0080.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Inflow Area=676 sfPeak Elev=188.50'Storage=13 cf4.0"Round Culvertn=0.013L=7.0'S=0.3471 '/'0.01 cfs0.01 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 340HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Pond PS: Porous PaversInflow Area = 2,379 sf, 11.60% Impervious, Inflow Depth = 5.76" for 100-YR eventInflow = 0.03 cfs @ 20.97 hrs, Volume= 1,141 cfOutflow = 0.03 cfs @ 21.02 hrs, Volume= 1,140 cf, Atten= 0%, Lag= 2.9 minPrimary = 0.03 cfs @ 21.02 hrs, Volume= 1,140 cf Routed to Link 33L : On-site Closed DrainageRouting by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs / 3Peak Elev= 175.03' @ 21.02 hrs Surf.Area= 248 sf Storage= 10 cfPlug-Flow detention time= 11.0 min calculated for 1,140 cf (100% of inflow)Center-of-Mass det. time= 9.8 min ( 1,437.2 - 1,427.5 )Volume Invert Avail.Storage Storage Description#1 174.92' 223 cf31" section beneath paver (Prismatic) Listed below (Recalc)640 cf Overall - 2 cf Embedded = 637 cf x 35.0% Voids#2 174.93' 2 cf4.0" Round Pipe Storage Inside #1L= 28.0'226 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)174.92 248 0 0177.50 248 640 640Device Routing Invert Outlet Devices#1 Primary 174.93'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 21.02 hrs HW=175.03' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.09 fps) NOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 341HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCPond PS: Porous PaversInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)0.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Inflow Area=2,379 sfPeak Elev=175.03'Storage=10 cf0.03 cfs0.03 cfsNOAA 24-hr D 100-YR Rainfall=7.89"15150_HydroCAD-10-25-2023 Printed 10/31/2023Prepared by Nitsch EngineeringPage 342HydroCAD® 10.10-7c s/n 00546 © 2022 HydroCAD Software Solutions LLCSummary for Link 33L: On-site Closed DrainageInflow Area = 27,635 sf, 35.49% Impervious, Inflow Depth = 6.27" for 100-YR eventInflow = 3.34 cfs @ 12.14 hrs, Volume= 14,448 cfPrimary = 3.34 cfs @ 12.14 hrs, Volume= 14,448 cf, Atten= 0%, Lag= 0.0 min Routed to Reach DP-PR : Proposed SitePrimary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.01 hrsLink 33L: On-site Closed DrainageInflowPrimaryHydrographTime (hours)10095908580757065605550454035302520151050Flow (cfs)3210Inflow Area=27,635 sf3.34 cfs3.34 cfs Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 15 APPENDIX D Closed Drainage System Design Smith College Lazarus-Wurtele Nitsch Project #15150 CMH 10/31/2023 Rainfall Details 25 year(s)Return Period........................................................................ Smith College Lazarus-Wurtele Nitsch Project #15150 CMH 10/31/2023 Subbasin Summary Subbasin Area Weighted Peak Time of Name Runoff Runoff Concentration Coefficient (ac)(cfs)(days hh:mm:ss) Sub-01 0.11 0.63 0.52 0 00:06:00 Sub-02 0.06 0.31 0.13 0 00:06:00 Smith College Lazarus-Wurtele Nitsch Project #15150 CMH 10/31/2023 Link Summary Pipe From Inlet To Outlet Pipe Pipe Pipe Manning's Peak Peak Flow Pipe Design Q/Qf Name (Inlet)Invert (Outlet)Invert Length Slope Diameter Roughness Flow Velocity Capacity Ratio Node Elevation Node Elevation Q Qf (ft)(ft)(ft)(%)(in)(cfs)(ft/sec)(cfs) Link-01 SiltPrison105 185.00 DMH200 180.00 150 3.34 12 0.0130 0.51 4.82 6.52 0.08 Link-02 DMH200 179.90 DMH202 179.50 63 0.63 12 0.0130 0.48 2.57 2.84 0.17 Link-03 DMH202 176.40 DMH203 173.00 93 3.66 12 0.0130 4.45 8.34 6.81 0.65 Link-04 DMH203 170.00 DMH206 169.00 27 3.70 12 0.0130 6.15 7.84 6.86 0.90 Link-05 DMH206 168.60 DMH204 168.10 70 0.71 12 0.0130 7.69 9.79 3.01 2.55 Link-07 DMH201 177.68 DMH202 176.80 18 5.03 12 0.0130 4.13 7.80 7.99 0.52 Link-08 AD105 173.00 DMH206 172.50 24 2.06 6 0.0130 0.46 3.66 0.80 0.57 Smith College Lazarus-Wurtele Nitsch Project #15150 CMH 10/31/2023 Junction Input Juntion Invert Rim Name Elevation Elevation (ft)(ft) AD105 173.00 177.30 DMH200 179.90 191.00 DMH201 177.68 183.50 DMH202 176.40 181.85 DMH203 170.00 176.60 DMH206 168.60 175.41 SiltPrison105 185.00 191.25 Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis 16 APPENDIX E Long-Term Pollution Prevention and Stormwater Operation and Maintenance Plan November 1, 2023 Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan Smith College Lazarus-Wurtele Center College Lane Northampton, MA, 01603 Prepared for: TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor. New York, NY, 10001 Prepared by: Nitsch Engineering 2 Center Plaza, Suite 430 Boston, MA 02108 Nitsch Project #15150 Northampton, MA – Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan 11/01/2023, 2023 | Nitsch #15150 i TABLE OF CONTENTS SECTION 1 INTRODUCTION ..................................................................................................................... 1 SECTION 2 LONG-TERM POLLUTION PREVENTION PLAN ................................................................... 2 Storage of Hazardous Materials ......................................................................................................................................... 2 Storage of Waste Products ................................................................................................................................................. 2 Spill Prevention and Response .......................................................................................................................................... 2 Minimize Soil Erosion ......................................................................................................................................................... 2 Vehicle Washing ................................................................................................................................................................. 2 Maintenance of Lawns, Gardens, and other Landscaped Areas ....................................................................................... 3 Management of Deicing Chemicals and Snow ................................................................................................................... 3 Coordination with other Permits and Requirements ........................................................................................................... 3 SECTION 3 STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN......... 4 Introduction ......................................................................................................................................................................... 4 Stormwater Operation and Maintenance Requirements .................................................................................................... 4 Street Sweeping ................................................................................................................................................................. 6 Organic Waste and Leaf Litter Collection ........................................................................................................................... 6 Repair of the Stormwater Management System ................................................................................................................ 7 Estimated Operations and Maintenance Budget ................................................................................................................ 7 Reporting ............................................................................................................................................................................ 7 STORMWATER MANAGEMENT SYSTEM INSPECTION FORM ................................................................ 8 FIGURES 9 Figure 1: Stormwater Management System Location Map ................................................................................................ 9 Figure 2: Snow Storage Map .............................................................................................................................................. 9 Northampton, MA – Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan 11/01/2023 | Nitsch #15150 1 SECTION 1 Introduction The purpose of this document is to specify the pollution prevention measures and stormwater management system operation and maintenance for the Smith College Lazurus-Wurtele Center site. The Responsible Party indicated below shall implement the management practices outlined in this document and proactively conduct operations at the project site in an environmentally responsible manner. Compliance with this Manual does not in any way dismiss the responsible party, owner, property manager, or occupants from compliance with other applicable federal, state or local laws. Responsible Party: Trustees of the Smith College Charlie Conant, Senior Project Manager 126 West Street Northampton, MA 01063 413-585-2424 This Document has been prepared in compliance with Standards 4 and 9 of the 2008 Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards, which state: Standard 4 The Long-Term Pollution Prevention Plan shall include the proper procedures for the following: 1. Good housekeeping; 2. Storing materials and waste products inside or under cover; 3. Vehicle washing; 4. Routine inspections of stormwater best management practices; 5. Spill prevention and response; 6. Maintenance of lawns, gardens, and other landscaped areas; 7. Storage and use of fertilizers, herbicides, and pesticides; 8. Pet waste management; 9. Operation and management of septic systems; and 10. Proper management of deicing chemicals and snow. Standard 9 The Long-Term Operation and Maintenance Plan shall at a minimum include: 1. Stormwater management system(s) owner(s); 2. The party or parties responsible for operation and maintenance, including how future property owners shall be notified of the presence of the stormwater management system and the requirement for operation and maintenance; 3. The routine and non-routine maintenance tasks to be undertaken after construction is complete and a schedule for implementing those tasks; 4. A plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point; 5. A description and delineation of public safety features; and 6. An estimated operations and maintenance budget. 2 SECTION 2 Long-Term Pollution Prevention Plan The Responsible Party shall implement the following good housekeeping procedures at the project site to reduce the possibility of accidental releases and to reduce safety hazards. Storage of Hazardous Materials To prevent leaks and spills, keep hazardous materials and waste products under cover or inside. Use drip pans or spill containment systems to prevent chemicals from entering the drainage system. Inspect storage areas for materials and waste products at least once per year to determine amount and type of the material on site, and if the material requires disposal. Securely store liquid petroleum products and other liquid chemicals in federally- and state-approved containers. Restrict access to maintenance personnel and administrators. Storage of Waste Products Collect and store all waste materials in securely lidded dumpster(s) or other secure containers as applicable to the material. Keep dumpster lids closed and the areas around them clean. Do not fill the dumpsters with liquid waste or hose them out. Sweep areas around the dumpster regularly and put the debris in the garbage, instead of sweeping or hosing it into the parking lot. Legally dispose of collected waste on a regular basis. Segregate liquid wastes from solid waste and recycle through hazardous waste disposal companies, whenever possible. Contact a hazardous waste hauler for proper disposal to a hazardous waste collection center. Spill Prevention and Response Implement spill response procedures for releases of significant materials such as fuels, oils, or chemical materials onto the ground or other area that could reasonably be expected to discharge to surface or groundwater. 1. For minor spills, keep fifty (50) gallon spill control kits and Speedy Dry at all shop and work areas. 2. Immediately contact applicable Federal, State, and local agencies for reportable quantities as required by law. 3. Immediately perform applicable containment and cleanup procedures following a spill release. 4. Promptly remove and dispose of all material collected during the response 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 Contractor to perform the required response. 5. Reportable quantities of chemicals, fuels, or oils are established under the Clean Water Act and enforced through MassDEP. Minimize Soil Erosion Soil erosion facilitates mechanical transport of nutrients, pathogens, and organic matter to surface water bodies. Repair all areas where erosion is occurring throughout the project site. Stabilize bare soil with riprap, seed, mulch, or vegetation. Vehicle Washing Vehicle washing will not occur within the covered service area. Northampton, MA – Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan 11/01/2023 | Nitsch #15150 3 Maintenance of Lawns, Gardens, and other Landscaped Areas Pesticides and fertilizers shall not be used in the landscaped areas associated with the project site and shall not be stored on-site. Dumping of lawn wastes, brush or leaves or other materials or debris is not permitted in any Resource Area. Grass clippings, pruned branches and any other landscaped waste should be disposed of or composted in an appropriate location. Site irrigation shall be used in the landscaped areas for this project. Management of Deicing Chemicals and Snow The qualified contractor selected for snow plowing and deicing shall be made fully aware of the requirements of this section. No road salt (sodium chloride) shall be stored on-site. The use of magnesium chloride de-icing product with a 0.5 to 1.0 percent sodium chloride mix for snow and ice treatment is permitted. The product shall be stored in a locked room inside the building and shall be used at exterior stairs and walkways. The snow plow contractor shall adhere to these magnesium chloride use and storage requirements. During typical snow plowing operations, snow shall be pushed to the designated snow removal areas noted on the Snow Storage Plan (Figure 2). Snow shall not be stockpiled in wetland resource areas or the 200-foot Riverfront Area, catch basins, or bioretention basins. In severe conditions where snow cannot be stockpiled on site, the snow shall be removed from the site and properly disposed of in accordance with DEP Guideline BRP601-01. Use of sand is permitted only for impervious roadways and parking areas. If sand is applied, the snow plowed from impervious areas shall not be stored on porous asphalt. Porous asphalt areas are proposed throughout the site, as indicated on the Stormwater Management System Location Map (Figure 1). These areas will be delineated on-site using pavement markings. Porous asphalt performs well in cold climates and can reduce meltwater runoff during the snowmelt period; however there are specific winter management techniques that must be followed for porous asphalt systems. The porous asphalt areas shall be maintained during snow events as provided below: 1. Apply anti-icing treatments only when absolutely necessary (in extreme events). It is not anticipated that deicing chemicals will be required for typical winter events. 2. Plow as needed after storm events. Avoid scarifying the porous asphalt surface. Special plow blades should be used whenever possible. Raised blade is not recommended. 3. Apply the minimum amount of deicing agents during and after storms required to control compact snow and ice that are not removed by plowing. 4. Do not apply sand in porous asphalt areas “No Sanding” signs shall be posted before the first snowfall and maintenance and snow removal contractors shall be made aware of this requirement. Before winter begins, the property owner and the contractor shall review snow plowing, deicing, and stockpiling procedures. Areas designated for stockpiling should be cleaned of any debris. Street and parking lot sweeping should be followed in accordance with the Operation and Maintenance Plan. Coordination with other Permits and Requirements Certain conditions of other approvals affecting the long-term management of the property shall be considered part of this Long-Term Pollution Prevention Plan. The Owner shall become familiar with those documents and comply with the guidelines set forth in those documents. 4 SECTION 3 Stormwater Management System Operation and Maintenance Plan Introduction This Operation and Maintenance Plan (O&M Plan) for Smith College Lazarus-Wurtele Center site is required under Standard 9 of the 2008 MassDEP Stormwater Handbook to provide best management practices for implementing maintenance activities for the stormwater management system in a manner that minimizes impacts to wetland resource areas. The Owner shall implement this O&M Plan and proactively conduct operations at the site in an environmentally responsible manner. Compliance with this O&M Plan does not in any way dismiss the Owner from compliance with other applicable Federal, State or local laws. Routine maintenance during construction and post-development phases of the project, as defined in the Operation and Maintenance Plan, shall be permitted without amendment to the Order of Conditions. A continuing condition in the Certificate of Compliance shall ensure that maintenance can be performed without triggering further filings under the Wetlands Protection Act. All stormwater best management practices (BMPs) shall be operated and maintained in accordance with the design plans and the Operation and Maintenance Plan approved by the issuing authority. The Owner shall: 1. Maintain an operation and maintenance log for the last three years, including inspections, repairs, replacement, and disposal (for disposal the log shall indicate the type of material and the disposal location). This is a rolling log in which the responsible party records all operation and maintenance activities for the past three years. 2. Make this log available to MassDEP and the Conservation Commission upon request; and 3. Allow members and agents of the MassDEP and the Conservation Commission to enter and inspect the premises to evaluate and ensure that the Owner complies with the Operation and Maintenance requirements for each BMP. Stormwater Operation and Maintenance Requirements Inspect and maintain the stormwater management system as directed below. Refer to the Stormwater Management System Location Map (Figure 1) for the location of each component of the system. Repairs to any component of the system shall be made as soon as possible to prevent any potential pollutants (including silt) from entering the resource areas. Deep Sump and Hooded Catch Basins and Silt Prisons Inspect or clean catch basins four times per year and at the end of foliage and snow-removal seasons. Other inspection and maintenance requirements include: 1. Remove organic material, sediment and hydrocarbons four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. 2. Always clean out catch basins after street sweeping. If any evidence of hydrocarbons is found during inspection, immediately remove the material using absorbent pads or other suitable measures and dispose of legally. Remove other accumulated debris as necessary. 3. If handling runoff from land uses with higher potential pollutant loads or discharging runoff near or to a critical area, more frequent cleaning may be necessary. 4. Transport and disposal of accumulated sediment off-site shall be in accordance with applicable local, state and federal guidelines and regulations. Northampton, MA – Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan 11/01/2023 | Nitsch #15150 5 5. Perform any additional maintenance per Silt Prison manufacturer guidelines and recommendations. Permeable Pavers Permeable paver areas are proposed throughout the site, as indicated on the Civil Utility Plan. Frequent cleaning and maintenance of the permeable paver surface is critical to prevent clogging. Frequent vacuum sweeping along with replenishing joint material or reseeding grass pavers is required. No winter sanding shall be conducted on the permeable surface. For proper maintenance: 1. Post signs identifying permeable paver areas. 2. Minimize salt use during winter months. 3. No winter sanding is allowed. 4. Keep landscaped areas well maintained to prevent soil from being transported onto the pavers. 5. Regularly monitor the permeable paver surface to make sure that it drains properly after storm events. Inspect surface annually for deterioration or spalling. 6. At a minimum, the permeable pavers shall be cleaned after the winter season and every three months thereafter. This requirement may be adjusted as needed, based on regular visual inspections of the permeable paver surface. 7. For paving stones, add joint material to replace material that has been transported. Reseed grass pavers to fill in bare spots. 8. Never reseal or repave with impermeable materials. 9. Once per year, the infiltrative capacity of the porous pavement should be tested by running a hose over each paver area for 30 minutes. 10. When infiltrative capacity of pavers is reduced to less than the design rate, the pavers shall be replaced down to the choker course. 11. Attach rollers to the bottoms of snowplows to prevent them from catching on the edges of grass pavers and some paving stones. Area Drains Inspect area drains at least once per month and remove debris from the grate. Clean out accumulated sediments at least once per year and more frequently as necessary. Green Roofs Perform routine maintenance on all components of the green roofs as directed by the system manufacturer. This includes monitoring the planting system and maintaining healthy vegetation. Landscape Filter Inspect access basins in the landscape filter at least once per year and more frequently as necessary. Vegetated Swales Vegetated swales shall be inspected twice per year during the first year after construction. In subsequent years, the swales shall be inspected annually and after rain events greater than 3 inches in 24 hours. Inspection and maintenance procedures for drainage channels are provided below: 1. Inspect the riprap on the channel bottom and side slopes for signs of erosion and formation of rills and gullies. Replace riprap as necessary. 2. Inspect channels the first few months after construction and twice per year thereafter to make sure 6 vegetation is adequate and for signs of rilling and gullying. Repair any rills or gullies. Replace dead vegetation. 3. Remove accumulated trash and debris annually. 4. Remove sediment as needed at least once per year. Use hand methods (i.e. a person with a shovel) when cleaning to minimize disturbance to vegetation and underlying soils. 5. Mow as necessary. Grass height shall be between 3 and 6 inches. 6. Reseed as necessary. 7. Check Dams: Inspect check dams after every significant rainfall event. Repair damage as needed. Remove sediment as needed. Bioretention Areas Perform annual maintenance of all components of the bioretention area, including plants, soil, and mulch. Table 1, below, outlines recommended maintenance activities. Table 1. Bioretention area maintenance recommendations Location Description Frequency Time of Year Surface Inspect and remove trash Monthly Year round Soil Inspect and repair erosion Monthly Year round Organic Layer Replenish void areas Annually Spring Plants Water vegetation at end of day for 14 consecutive days after planting Immediately after planting As needed Fertilize Annually Spring Mow grass 2 to 12 times per year As needed Remove and replace all dead and diseased vegetation that cannot be treated Annually Spring Treat all diseased trees and shrubs As needed Variable During and after storm events, record the length of time standing water remains in the bioretention areas. If the time is greater than 72 hours, thoroughly inspect the basins for signs of clogging and develop a corrective action plan. The corrective action plan, prepared by a qualified professional, will outline procedures to restore infiltrative function. The owner of the site shall take immediate action to implement these corrective measures. Inspect pretreatment devices and bioretention cells regularly for sediment build-up, structural damage, and standing water. Never store snow in bioretention areas. Street Sweeping Nitsch Engineering does not take credit for street sweeping of the site for annual load reduction of Phosphorus and TSS calculations as part of the Project. Organic Waste and Leaf Litter Collection Nitsch Engineering does not take credit for collection of organic waste and leaf litter for annual load reduction of Phosphorus and TSS calculations as part of the Project. Northampton, MA – Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan 11/01/2023 | Nitsch #15150 7 Repair of the Stormwater Management System The stormwater management system shall be maintained. The repair of any component of the system shall be made as soon as possible to prevent any potential pollutants including silt from entering the resource areas or the existing closed drainage system. Estimated Operations and Maintenance Budget An Operations and Maintenance Budget was prepared in compliance with the MassDEP Stormwater Standards. Table 2. Operations and Maintenance Budget BMP Type # of BMPs Annual O & M Cost (per BMP) Total Cost Catch Basin with Silt Prisons 5 $240-$480 $1,200-$2,400 Area Drain 6 $60-$120 $360-$720 Bioretention Basin 11 $240-$480 $2,640-$5,280 Permeable Pavers 3 $200-$400 $600-$1,200 Total: $4,800-$9,600 Reporting The Owner shall maintain a record of drainage system inspections and maintenance (per this Plan) and submit a yearly report to the Northampton Conservation Commission. 8 STORMWATER MANAGEMENT SYSTEM INSPECTION FORM SMITH COLLEGE Inspected by:____________ Northampton, MA Date:_________________ Component Status/Inspection Action Taken Deep Sump Catch Basins, Area Drains and Drain Manholes, Silt Prisons Bioretention Basins Landscape Filter Green Roof Permeable Pavers General site conditions – evidence of erosion, etc. SUBMIT COPIES OF STORMWATER MANAGEMENT SYSTEM INSPECTION FORM TO THE NORTHAMPTON CONSERVATION COMMISSION WITH THE YEARLY REPORT. Northampton, MA – Long-Term Pollution Prevention Plan and Stormwater Operation and Maintenance Plan 11/01/2023 | Nitsch #15150 9 FIGURES Figure 1: Stormwater Management System Location Map Figure 2: Snow Storage Map THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-400 SITE UTILITY PLAN STORMWATER MANAGEMENT SYSTEM LOCATION MAP FIG 1 BIORETENTION BASIN (TYP.) PERMEABLE PAVERS (TYP.) LANDSCAPE FILTER BIORETENTION BASIN (TYP.) SILT PRISON CATCH BASIN SILT PRISON CATCH BASIN SILT PRISON CATCH BASIN GRASSED SWALE GRASSED SWALE GREEN ROOF THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANECOLLEGE LANECHAPIN WAYCOLLEGE LANEC H A P I N W A Y TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 SS-100 SNOW STORAGE PLAN SNOW STORAGE MAP FIG 2 Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 17 APPENDIX F Draft Stormwater Pollution Prevention Plan (SWPPP) i DRAFT Stormwater Pollution Prevention Plan (SWPPP) For Construction Activities At: Smith College Lazarus-Wurtele Center College Lane Northampton, MA, 01063 Site Telephone Number: 413-584-2700 SWPPP Prepared For: TenBerke Architects D.P.C. Arthi Krishnamoorthy, Senior Principal 41 Madison Avenue, 17th Floor. New York, NY, 10001 T: 212-229-9211 TenBerke.com SWPPP Prepared By: Nitsch Engineering Coleman Horsley, PE Moses Matovu 2 Center Plaza Boston, MA 02108 T: 617-338-0063 F: 617-338-6472 SWPPP Preparation Date: 11/01/2023 Estimated Project Dates: Project Start Date: XX/XX/XXXX Project Completion Date: XX/XX/XXXX DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center ii Contents SECTION 1: CONTACT INFORMATION/RESPONSIBLE PARTIES ........................................ 0 1.1 Operator(s) / Subcontractor(s) ...................................................................................... 0 1.2 Stormwater Team ........................................................................................................... 2 SECTION 2: SITE EVALUATION, ASSESSMENT, AND PLANNING ....................................... 3 2.1 Project/Site Information ................................................................................................. 3 2.2 Discharge Information ................................................................................................... 4 2.3 Nature of the Construction Activities ........................................................................... 6 2.4 Sequence and Estimated Dates of Construction Activities ........................................ 7 2.5 Authorized Non-Stormwater Discharges...................................................................... 8 2.6 Site Maps ........................................................................................................................ 9 SECTION 3: DOCUMENTATION OF COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS .....................................................................................................................10 3.1 Endangered Species Protection ..................................................................................10 3.2 Historic Properties Screening Process .......................................................................12 3.3 Safe Drinking Water Act Underground Injection Control Requirements ..................13 SECTION 4: EROSION AND SEDIMENT CONTROLS REQUIREMENTS ..............................13 4.1 Natural Buffers or Equivalent Sediment Controls ......................................................13 4.2 Perimeter Controls ........................................................................................................13 4.3 Sediment Track-Out ......................................................................................................15 4.4 Stockpiled Sediment or Soil .........................................................................................16 4.5 Minimize Dust ................................................................................................................17 4.6 Minimize the Disturbance of Steep Slopes .................................................................18 4.7 Preserve Native Topsoil ...............................................................................................19 4.8 Minimize Soil Compaction ............................................................................................19 DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center iii 4.9 Storm Drain Inlets .........................................................................................................20 4.10 Minimize Erosion of Stormwater Conveyances ..........................................................21 4.11 Sediment Basins ...........................................................................................................21 4.12 Chemical Treatment ......................................................................................................21 4.13 Dewatering Practices ....................................................................................................21 4.14 Other Stormwater Controls ..........................................................................................21 4.15 Site Stabilization ...........................................................................................................21 SECTION 5: POLLUTION PREVENTION STANDARDS .........................................................22 5.1 Potential Sources of Pollution .....................................................................................22 5.2 Spill Prevention and Response ....................................................................................24 5.3 Fueling and Maintenance of Equipment or Vehicles ..................................................24 5.4 Washing of Equipment and Vehicles ...........................................................................25 5.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes 25 5.6 Washing of Applicators and Containers used for Paint, Concrete, or Other Materials 28 5.7 Fertilizers .......................................................................................................................29 5.8 Other Pollution Prevention Practices ..........................................................................29 SECTION 6: INSPECTION, MAINTENANCE, AND CORRECTIVE ACTION ...........................30 6.1 Inspection Personnel and Procedures ........................................................................30 6.2 Corrective Action ..........................................................................................................31 6.3 Delegation of Authority ................................................................................................31 SECTION 7: SWPPP TRAINING LOG .....................................................................................32 SECTION 8: CERTIFICATION AND NOTIFICATION ...............................................................33 SECTION 9: TURBIDITY BENCHMARK MONITORING FOR DEWATERING DISCHARGES 34 SWPPP ATTACHMENTS .........................................................................................................36 DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 0 SECTION 1: CONTACT INFORMATION/RESPONSIBLE PARTIES 1.1 Operator(s) / Subcontractor(s) Operator(s): Construction Manager Responsibilities: Construction Manager shall maintain the Stormwater Pollution Prevention Plan (SWPPP) documentation and will conduct and document self-inspections required under the 2022 Construction General Permit (CGP) once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. Construction Manager will provide copies of inspections reports to the Owner’s Representative within 24 hours following each inspection. Incidents of non-compliance will be immediately brought to the attention of the Owner’s Representative. Construction Manager shall be responsible for maintaining compliance with the SWPPP, including all requirements in the CGP and will maintain erosion and sediment control Best Management Practices (BMPs) in all areas of the site under its day-to-day control. Construction Manager shall file a Notice of Intent (NOI) to be covered by the CGP and obtain coverage by the Environmental Protection Agency (EPA) before beginning construction at the project. Permit coverage will be maintained throughout the project. Construction Manager shall not file a Notice of Termination (NOT) until all disturbed areas of the site under its day-to-day control have been fully stabilized with permanent erosion controls that satisfy the final stabilization requirements in the CGP or have met another criteria of the NOT. Photo documentation shall be included with the NOT. Construction Manager will maintain a clean site and construction trash and debris will be picked up and disposed of properly by the end of each day. Each Operator is responsible for advising employees and subcontractors working on this project of the requirements in the CGP and SWPPP. Particular emphasis should be placed on ensuring that employees and subcontractors do not damage BMPs and maintain compliance with the CGP. Construction Manager Company Name Construction Manager Contact Person, Position Street Address Town, State, Zip Code T: xxx-xxx-xxxx Email address: DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 1 Owner’s Representative Responsibilities: TenBerke Architects D.P.C. shall provide general oversight of the project including review of the SWPPP and any amendments, inspection reports, and corrective actions. TenBerke Architects D.P.C. shall file a NOI to be covered by the CGP and obtain coverage by the EPA before beginning construction at the project. Permit coverage will be maintained throughout the project. TenBerke Architects D.P.C. shall not file a notice of Termination until all disturbed areas of the site have been fully stabilized with permanent erosion controls that satisfy the final stabilization requirements in the CGP. Photo documentation shall be included with the NOT. TenBerke Architects D.P.C. will coordinate with the Construction Manager to maintain a clean site so that trash and debris will be picked up and disposed of properly by the end of the day. Each Operator is responsible for advising employees and subcontractors working on this project of the requirements in the CGP and SWPPP. Particular emphasis should be placed on ensuring that employees and subcontractors do not damage BMPs and maintain compliance with the CGP. TenBerke Architects D.P.C. Arthi Krishnamoorthy, Senior Principal 220 Fifth Avenue, 7th Floor. New York, NY, 10001 T: 212-229-9211 Email Address: info@tenberke.com Site Contractor: Company Name Contact person, Position Street Address Town, State, Zip Code T: xxx-xxx-xxxx Email Address: Emergency 24-Hour Contact: Company Emergency Contact person, Position T: xxx-xxx-xxxx DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 2 1.2 Stormwater Team Construction Manager: Company Stormwater Role/Responsibility: Responsible for overseeing the development of the SWPPP, modifications and updates to the SWPPP, and for compliance with the requirements in the CGP (e.g., installing and maintaining stormwater controls, conducting site inspections, picking up trash, application and storage of treatment chemicals (if applicable), taking corrective actions where required, etc.). Responsible for having ready access to an electronic or paper copy of the 2022 CGP and the SWPPP. Contact: Construction Manager Contact Person, Position T: xxx-xxx-xxxx Email address I, Construction Manager Contact Person, have read the CGP and Understand the Applicable Requirements and have completed Training Required by CGP Part 6.2. ☐ Yes Date: __________ Site Contractor: Company Stormwater Role/Responsibility: Responsible for compliance with the requirements in this permit (e.g., installing and maintaining stormwater controls, conducting site inspections, repairing controls and taking corrective actions where required, etc.). Responsible for having ready access to an electronic or paper copy of the 2022 CGP and the SWPPP. Contact: Contact Person, Position T: xxx-xxx-xxxx Email Address I, Site Contractor Contact Person, have read the CGP and Understand the Applicable Requirements and have completed Training Required by CGP Part 6.2. ☒ Yes Date: __________ Refer to the Subcontractor Certifications/Agreements in Attachment G. Refer to SWPPP Training Documentation in Attachment I. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 3 SECTION 2: SITE EVALUATION, ASSESSMENT, AND PLANNING 2.1 Project/Site Information Project Name and Address Project/Site Name: Smith College Lazarus-Wurtele Center Project Street/Location: College Lane City/Town: Northampton State: Massachusetts ZIP Code: 01063 County or Similar Subdivision: Hampshire County Project Latitude/Longitude (Use one of three possible formats, and specify method) Latitude: Longitude: 1. 42º 18' 58.68'' N (degrees, minutes, seconds) 1. 72º 38' 25.11'' W (degrees, minutes, seconds) Method for determining latitude/longitude: USGS topographic map (specify scale: ) GPS Other (please specify): Google Earth Pro Horizontal Reference Datum: NAD 27 NAD 83 WGS 84 If you used a U.S.G.S topographic map, what was the scale? ____________________________ Additional Project Information Is the project/site located on Indian country lands, or located on a property of religious or cultural significance to an Indian tribe? Yes No Are you applying for permit coverage as a “federal operator” as defined in Appendix A of the CGP? Yes No Will there be demolition of any structure built or renovated before January 1, 1980? Yes No If yes, do any of the structures being demolished have at least 10,000 square feet of floor space? Yes No Was pre-development land use used for agriculture (see Appendix A of the CGP for definition of “agricultural land”)? Yes No Type of Construction Site (check all that apply): Single-Family Residential Multi-Family Residential Commercial Industrial Institutional Highway or Road Utility Other _____________ DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 4 2.2 Discharge Information Does your project/site discharge stormwater into a Municipal Separate Storm Sewer System (MS4)? Yes No Are there any surface waters that are located within 50 feet of your construction disturbances? Yes No DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 5Table 1 – Names of Receiving Waters Name(s) of the first surface water that receives stormwater directly from your site and/or from the MS4 (note: multiple rows provided where your site has more than one point of discharge that flows to different surface waters) 001. Paradise Pond (part of the Mill River) Table 2 – Impaired Waters / TMDLs (Answer the following for each surface water listed in Table 1 above) Is this surface water listed as “impaired” on the CWA303(d) list? If you answered yes, then answer the following: What pollutant(s) are causing the impairment? Has a TMDL been completed? Title and ID of the TMDL document Pollutant(s) for which there is a TMDL 001. YES NO Escherichia Coli (E. coli) YES NO Table 3 – Tier 2, 2.5, or 3 Waters (Answer the following for each surface water listed in Table 1 above) Is this surface water designated as a Tier 2, Tier 2.5, or Tier 3 water? If you answered yes, specify which Tier (2, 2.5, or 3) the surface water is designated as? 001. YES NO DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 6 2.3 Nature of the Construction Activities General Description of Project The project is a redevelopment of the existing site and includes demolition of the existing building to construct a new building, construction of new accessible and pedestrian walkways and utilities to support the proposed building in addition to construction of a new stormwater management system. Size of Construction Project Size of Property: 1.26 acres Total Area of Construction Disturbances: 0.94 acres Maximum Area to be Disturbed at Any One Time: 0.94 acres Type of Construction Site (check all that apply): Single-Family Residential Multi-Family Residential Commercial Industrial Institutional Highway or Road Utility Other Will you be discharging dewatering water from your site? ☐ Yes ☒ No If yes, will you be discharging dewatering water from a current or former Federal or State remediation site? ☐ Yes ☒ No Construction Support Activities Include a description of the construction support activities or reference Site Maps in Attachment A that include this information. Contact Information for Construction Support Activity: Name: XXX Telephone: XXX-XXX-XXXX Email: XXXX Address and/or Latitude and Longitude: Business Hours Day-Day Xa.m-Xp.m. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 7 2.4 Sequence and Estimated Dates of Construction Activities Phase I: Demolition This phase consists of the demolition of site features and utilities as shown on the Site Preparation Plan provided in Attachment A. · Schedule: XXX-XXX · Area Disturbed During Phase: 0.94 acres. · This phase will include the installation of all stormwater control measures as shown on the Site Preparation Plan provided in Attachment A. Stormwater controls will be removed at the end of Phase III upon stabilization of the site. Phase II: Exterior Utilities This phase consists of the installation of all exterior utilities on the site. · Schedule: XXX-XXX · Area Disturbed During Phase: 0.94 acres. · All stormwater controls will be installed prior to earth disturbance as described in Phase I. Stormwater controls will be removed at the end of Phase III upon stabilization of the site. Phase III: Landscaping and Paving This phase consists of the landscaping and paving of the site. · Schedule: XXX-XXX · Area Disturbed During Phase: 0.94 acres · Stormwater controls will be installed as described in Phase I. Stormwater controls will remain in place until site work is complete and the site is stabilized. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 8 2.5 Authorized Non-Stormwater Discharges List of Allowable Non-Stormwater Discharges Present at the Site Type of Allowable Non-Stormwater Discharge Likely to be Present at Your Site? Discharges from emergency fire-fighting activities YES NO Fire hydrant flushings YES NO Landscape irrigation YES NO Waters used to wash vehicles and equipment, provided that there is no discharge of soaps, solvents, or detergents used for such purposes YES NO Water used to control dust YES NO Potable water including uncontaminated water line flushings YES NO External building washdown, provided soaps, solvents, and detergents are not used, and external surfaces do not contain hazardous substances (as defined in Appendix A of the CGP) (e.g., paint or caulk containing polychlorinated biphenyls (PCBs)) YES NO Pavement wash waters, provided spills or leaks of toxic or hazardous substances have not occurred (unless all spill material has been removed) and where soaps, solvents, and detergents are not used. YES NO Uncontaminated air conditioning or compressor condensate YES NO Uncontaminated, non-turbid discharges of ground water or spring water YES NO Foundation or footing drains where flows are not contaminated with process materials such as solvents or contaminated groundwater YES NO Uncontaminated construction dewatering water discharged in accordance with Part 2.4 of the CGP YES NO Note: You are prohibited from directing pavement wash waters directly into any water of the U.S., storm drain inlet, or stormwater conveyance, unless the conveyance is connected to a sediment basin, sediment trap, or similarly effective control. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 9 2.6 Site Maps Site Maps must include the following: a) Boundaries of the property. The map(s) in the SWPPP must show the overall boundary of the property. b) Locations where construction activities will occur. The map(s) in the SWPPP must show the locations where construction activities will occur, including i. Locations where earth-disturbing activities will occur (note any phasing), including any demolition activities; ii. Approximate slopes before and after major grading activities (note any steep slopes); iii. Locations where sediment, soil, or other construction materials will be stockpiled; iv. Any water of the U.S. crossings; v. Designated points where vehicles will exit onto paved roads; vi. Locations of structures and other impervious surfaces upon completion of construction; and vii. Locations of onsite and off-site construction support activity areas covered by the permit (see Part 1.2.1.c). c) Locations of any receiving waters, including wetlands within and one mile downstream of the site’s discharge point(s). Also identify if any are listed as impaired, or are identified as a Tier 2, Tier 2.5, or Tier 3 water. d) Areas of federally-listed critical habitats for endangered or threatened species within the site and/or at discharge locations. e) Type and extent of pre-construction cover on the site (e.g., vegetative cover, forest, pasture, pavement, structures). f) Drainage patterns of stormwater and authorized non-stormwater before and after major grading activities. g) Stormwater and authorized non-stormwater discharge locations. The permit requires the site map to show information pertaining to discharge locations including: i. Locations where stormwater and/or authorized non-stormwater will be discharged to storm drain inlets, including a notation of whether the inlet conveys stormwater to a sediment basin, sediment trap, or similarly effective control; and ii. Locations where stormwater or allowable non-stormwater will be discharged directly to receiving waters, including wetlands (i.e., not via a storm drain inlet). iii. Locations where turbidity benchmark monitoring will take place to comply with Part 3.3, if applicable to your site. h) Locations of all potential pollutant-generating activities identified in Part 7.2.3.g. The permit requires identification in the site map of all potential pollutant-generating activities identified in Part 7.2.3.g. i) Designated areas where construction wastes that are covered by the exception in Part 2.3.3e.ii (i.e., they are not pollutant-generating) will be stored. j) Locations of stormwater controls, including natural buffer areas and any shared controls utilized to comply with this permit. The permit requires identification on the site map of the location of stormwater control measures. k) Locations where polymers, flocculants, or other treatment chemicals will be used and stored. The permit requires identification on the site map of the locations where polymers, flocculants, or other treatment chemicals will be used and stored. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 10 SECTION 3: DOCUMENTATION OF COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS 3.1 Endangered Species Protection The following section identifies which criterion the project is eligible for coverage under the 2022 CGP using information from both the National Marine Fisheries Services (NMFS) and U.S. Fish and Wildlife Service (USFWS) to identify Endangered Species Act-listed (ESA-listed) species and designated critical habitat. Eligibility Criterion Under which criterion listed in Appendix D of the CGP are you eligible for coverage under this permit? A B C D E F Check to confirm you have provided documentation in your SWPPP as required by CGP Appendix D. For reference purposes, the eligibility criteria listed in Appendix D of the CGP are as follows: Criterion A. No ESA-listed species and/or designated critical habitat present in action area. Using the process outlined in Appendix D of the CGP, you certify that ESA-listed species and designated critical habitat(s) under the jurisdiction of the USFWS or NMFS are not likely to occur in your site’s “action area” as defined in Appendix A of the CGP. Note: NMFS’ jurisdiction includes ESA-listed marine and estuarine species that spawn in inland rivers. Criterion B. Eligibility requirements met by another operator under the 2022 CGP. The construction site’s discharges and discharge-related activities were already addressed in another operator’s valid certification of eligibility for your action area under eligibility Criterion A, C, D, E, or F of the 2022 CGP and you have confirmed that no additional ESA-listed species and/or under the jurisdiction of USFWS and/or NMFS not considered in the prior certification may be present or located in the “action area”. To certify your eligibility under this Criterion, there must be no lapse of NPDES permit coverage in the other operator’s certification. By certifying eligibility under this Criterion, you agree to comply with any conditions upon which the other upon which the other CGP operator's certification was based. You must include in your NOI the NPDES ID from the other operator’s notification of authorization under this permit and list any measures that you must comply with. If your certification is based on another 2022 CGP operator’s certification under Criterion C, you must provide EPA with the relevant supporting information required of existing dischargers in Criterion C in your NOI form. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 11 Criterion C. Discharges not likely to result in any short- or long-term adverse effects to ESA-listed species and/or designated critical habitat. ESA-listed species and/or designated critical habitat(s) under the jurisdiction of the USFWS and/or NMFS are likely to occur in or near your site’s “action area,” and you certify to EPA that your site’s discharges and discharge-related activities are not likely to result in any short- or long-term adverse effects to ESA-listed threatened or endangered species and/or designated critical habitat. This certification may include consideration of any stormwater controls and/or management practices you will adopt to ensure that your discharges and discharge- related activities are not likely to result in any short- or long-term adverse effects to ESA-listed species and/or designated critical habitat. To certify your eligibility under this criterion, indicate in your NOI: 1) the ESA-listed species and/or designated habitat located in your “action area” using the process outlined in Appendix D of this permit; 2) the distance between the site and the listed species and/or designated critical habitat in the action area (in miles); and 3) a rationale describing specifically how short- or long- term adverse effects to ESA-listed species will be avoided from the discharges and discharge-related activities. Note: You must also include a copy of your site map from your SWPPP showing the upland and in-water extent of your “action area” with your NOI.) Criterion D. Coordination with USFWS and/or NMFS has successfully concluded. Coordination between you and the USFWS and/or NMFS has concluded. The coordination must have addressed the effects of your site’s discharges and discharge-related activities on ESA-listed species and/or designated critical habitat under the jurisdiction of USFWS and/or NMFS, and resulted in a written confirmation from USFWS and/or NMFS that the effects of your site’s discharges and discharge-related activities are not likely to result in any short- or long-term adverse effects By certifying eligibility under this criterion, you agree to comply with any conditions you must meet for your site’s discharges and discharge-related activities to not likely result in any short- or long-term adverse effects. You must include copies of the correspondence between yourself and the Services in your SWPPP and your NOI. Criterion E. ESA Section 7 consultation has successfully concluded. Consultation between a Federal Agency and the USFWS and/or NMFS under section 7 of the ESA has been concluded. Consultation can be either formal or informal, and would have occurred only as a result of a separate Federal action (e.g. during application for an individual wastewater discharge permit or the issuance of a wetlands dredge and fill permit), and the consultation must have addressed the effects of the construction site activity’s discharges and discharge-related activities on all ESA-listed threatened or endangered species and all designated critical habitat under the jurisdiction of each Service, as appropriate, in your action area. The result of this consultation must be either: i. a biological opinion currently in effect that determined that the action in question (taking into account the effects of your site’s discharges and discharge-related activities) is likely to adversely affect, but is not likely to jeopardize the continued existence of listed species or result in the destruction or adverse modification of critical habitat; The biological opinion must have included the effects of your facility’s discharges and discharge-related activities on all the listed species and designated critical habitat in your action area under the jurisdiction of each Service, as appropriate. To be eligible under (i), any reasonable and prudent measures specified in the incidental take statement must be implemented; DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 12 ii. written concurrence (e.g. letter of concurrence) from the applicable Service(s) with a determination that your site’s discharges and discharge-related activities are not likely to adversely affect USFWS and/or NMFS as part of this worksheet. ESA-listed species and/or designated critical habitat. The concurrence letter must have included the effects of your facility’s discharges and discharge-related activities on all the ESA-listed species and/or designated critical habitat on your species list(s) acquired The consultation does not warrant reinitiation under 50 CFR §402.16; or, if reinitiation of consultation is required (e.g., due to a new species listing, critical habitat designation, or new information), the Federal action agency has reinitiated the consultation and the result of the consultation is consistent with the statements above. (Note: you must include any reinitiation documentation from the Services or consulting Federal agency with your NOI.) You must include copies of the correspondence between yourself and the Services in your SWPPP and your NOI. Criterion F. Issuance of section 10 permit. Your construction activities are authorized through the issuance of a permit under section 10 of the ESA, and this authorization addresses the effects of the site’s discharges and discharge-related activities on federally-listed species and federally-designated critical habitat. You must include copies of the correspondence between yourself and the Services in your SWPPP and your NOI. For criterion C, provide the following information:  Refer to Attachment K for list of endangered species. 3.2 Historic Properties Screening Process Appendix E (of the CGP), Step 1 Do you plan on installing any of the following stormwater controls at your site? Check all that apply below, and proceed to Appendix E, Step 2. Dike Berm Catch Basin Pond Stormwater Conveyance Channel (e.g., ditch, trench, perimeter drain, swale, etc.) Culvert Other type of ground-disturbing stormwater control: Sewer Manhole, Drain Manhole, Area Drain, Bioretention If you will not be installing any ground-disturbing stormwater controls, no further documentation is required for Section 3.2 of the Template. Appendix E, Step 2 If you answered yes in Step 1, have prior cultural resource surveys or other evaluations determined that historic properties do not exist, or that prior disturbances at the site have precluded the existence of historic properties? YES NO If yes, provide documentation of the basis for your determination. If no, proceed to Appendix E, Step 3. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 13 3.3 Safe Drinking Water Act Underground Injection Control Requirements Do you plan to install any of the following controls? Check all that apply below. Infiltration trenches (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system); Commercially manufactured pre-cast or pre-built proprietary subsurface detention vaults, chambers, or other devices designed to capture and infiltrate stormwater flow; and Drywells, seepage pits, or improved sinkholes (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system) SECTION 4: EROSION AND SEDIMENT CONTROLS REQUIREMENTS Section 4 of this document describes the stormwater controls that will be implemented throughout construction. The operator must install and maintain all stormwater controls in compliance with Parts 2.2 and 2.3 of the CGP. The operator must install stormwater controls by the time construction activity in any givern portion of the site begins. The stormwater controls shall be designed and installed in accordance with good engineering practices and applicable design specifications. Specifications titled “312500- Erosion and Sedimentation Controls,” dated 11/01/2023 and prepared by Nitsch Engineering and details titled “Erosion and Sedimentation Control Details,” dated 11/01/2023 and prepared by Nitsch Engineering have been provided to the contractor under separate cover. 4.1 Natural Buffers or Equivalent Sediment Controls Buffer Compliance Alternatives Are there any surface waters within 50 feet of your project’s earth disturbances? YES NO (Note: If no, no further documentation is required for Part 4.1 in the SWPPP Template. Continue to Part 4.2.) 4.2 Perimeter Controls General The site will be enclosed by a temporary construction fence as shown on the Erosion and Sedimentation Control Plan in Attachment A. Construction gates will be located at the entrance to the site as shown on the Erosion and Sedimentation Control Plan and all entrances will have stabilized construction entrances. All gates and entrances to the site will be secured during non-working hours. The areas of the site that will receive pollutant discharges will be surrounded by a Specific Perimeter Control listed below as shown on the Erosion and Sedimentation Control Plan in Attachment A. Sediment tracked offsite must be removed by the end of the same workday. Specific Perimeter Controls Perimeter Control # 1 · BMP Description: Silt Fence. · Installation Schedule: Prior to the Start of Construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 14 greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as described in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Perimeter Control # 2 · BMP Description: Silt Fence with Wattles. · Installation Schedule: Prior to the Start of Construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as described in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Perimeter Control # 3 · BMP Description: Super Silt Fence. · Installation Schedule: Prior to the Start of Construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as described in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Perimeter Control # 4 · BMP Description: Wattles. · Installation Schedule: Prior to the Start of Construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as described in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Perimeter Control # 5 · BMP Description: Silt Fence with Straw Bales. · Installation Schedule: Prior to the Start of Construction and/or immediately after stockpile is established. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 15 · Responsible Staff: Construction Manager and Site Contractor(s). 4.3 Sediment Track-Out General Gates will be located as shown on the Erosion and Sedimentation Control Plan in Attachment A to allow for construction vehicle access. Construction access points will have a stabilized construction entrance station or wheel wash station to minimize the track-out of sediment onto off-site streets, other paved areas, and sidewalks from vehicles exiting the construction site. Where sediment has been tracked out from your site onto paved roads, sidewalks, or other paved areas outside of your site, remove the deposited sediment by the end of the same business day in which the track-out occurs or by the end of the next business day if track-out occurs on a non- business day. Remove the track-out by sweeping, shoveling, or vacuuming these surfaces, or by using other similarly effective means of sediment removal. You are prohibited from hosing or sweeping tracked out sediment into any stormwater conveyance, storm drain inlet, or water of the U.S. Specific Track-Out Controls Track-Out Control # 1 · BMP Description: Street Sweeping. · Installation Schedule: Start of construction. · Inspection Schedule: The areas adjacent to the site should be inspected daily to determine if street sweeping is required. · Responsible Staff Construction Manager and Site Contractor(s). Track-Out Control # 2 · BMP Description: Stabilized Construction Entrance. · Installation Schedule: Start of construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as described in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Track-Out Control # 3 · BMP Description: Wheel Wash Station. · Installation Schedule: Start of construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective. condition as described in part 2.1.4 of the CGP(s). The operator must provide an effective means of minimizing the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other types of wash waters. The operator must ensure there is no discharge of soaps, solvents, or detergents in equipment and vehicle wash water. For storage of soaps, detergents, or solvents, the operator shall provide either a cover to minimze the exposure of these detergents to precipitation and to stormwater, or a similarily effective means designed to minimze discharge of pollutants from these areas. · Responsible Staff: Construction Manager and Site Contractor. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 16 4.4 Stockpiled Sediment or Soil General All soil stockpiles will be located outside of any natural buffers and away from existing and proposed catch basins and area drains and outside of proposed infiltration system footprints. A sediment barrier shall be installed along all downgradient perimeter areas. Examples of sediment barriers include silt fence, super silt fence, or wattles. You are prohibited from hosing down or sweeping soil or sediment accumulated on pavement or other impervious surfaces into any stormwater conveyance, storm drain inlet, or water of the U.S. For stockpiles that will be unused for 14 or more days, a cover such as a tarp or blown straw shall be provided or temporary stabilization should be provided (consistent with Part 2.2.14 of the CGP). Exposure while adding or removing materials from a pile shall be minimized. Specific Stockpile Controls Stockpile Control # 1 · BMP Description: Silt Fence. · Installation Schedule: Immediately after stockpile is established. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Stockpile Control # 2 · BMP Description: Wattles. · Installation Schedule: Immediately after stockpile is established. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Stockpile Control # 3 · BMP Description: Tarp. · Installation Schedule: When stockpile will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 17 Stockpile Control # 4 · BMP Description: Straw Bales. · Installation Schedule: Immediately after stockpile is established. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Stockpile Control # 5 · BMP Description: Blown Straw. · Installation Schedule: When stockpile will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). Stockpile Control # 6 · BMP Description: Hydroseeding. · Installation Schedule: When stockpile will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). 4.5 Minimize Dust General Disturbed land will be temporarily stabilized as required by the CGP. Dust will be minimized using measures including sprinkling/irrigation, vegetative cover, mulch, and/or stone. Stockpiles will be handled in accordance with section 4.4 of the SWPPP. Earth-disturbing activities are considered temporarily ceased when work will not resume for a period of 14 or more calendar days. Stabilization shall be initiated when earth-disturbing activities are temporarily or permanently ceased. Stabilization activities shall be complete within 14 calendar days after the initiation of soil stabilization measures. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 18 Specific Dust Controls Dust Control # 1 · BMP Description: Sprinkling/Irrigation. · Installation Schedule: As needed throughout earthwork activities as determined by the site contractor and construction manager. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Dust Control # 2 · BMP Description: Straw or Mulch. · Installation Schedule: As needed throughout earthwork activities as determined by the site contractor and construction manager. When disturbed land will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). 4.6 Minimize the Disturbance of Steep Slopes General Steep slopes are defined as slopes of 15% or greater in grade. No steep slopes are proposed as part of this project. The EPA notes that the requirement to minimize disturbances to steep slopes does not apply to the creation of stockpiles. Specific Steep Slope Controls Steep Slope Control # 1 · BMP Description: Straw or Mulch. · Installation Schedule: When disturbed land will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective. condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Steep Slope Control # 2 · BMP Description: Hydroseeding. · Installation Schedule: When disturbed land will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 19 greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Steep Slope Control # 3 · BMP Description: Soil Stabilization Mats. · Installation Schedule: When disturbed land will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Steep Slope Control # 4 · BMP Description: Rip-Rap. · Installation Schedule: When disturbed land will remain inactive for 14 or more calendar days. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). 4.7 Preserve Native Topsoil Onsite native topsoil shall be preserved, unless infeasible. Preserving native topsoil is not required where the intended function of a specific area of the site dictates that the topsoil be disturbed or removed. Stockpiling topsoil at off-site locations or transferring topsoil to other locations is an example of a way to preserve native topsoil. The contractor shall perform construction sequencing such that earth materials are exposed for a minimum of time before they are covered, seeded, or otherwise stabilized. 4.8 Minimize Soil Compaction General In areas where infiltration practices will be installed or areas of the site where final vegetative stabilization will occur, soil compaction shall be minimized. This includes restricting vehicle access and equipment use. Areas used for post-construction infiltration shall be constructed after all ground surfaces are fully stabilized when feasible. If proposed infiltration areas are constructed prior to the site being fully stabilized, additional erosion controls shall be installed. All stockpiled and material storage areas shall be located outside of the areas proposed for post-construction infiltration. Areas of post-construction landscaping shall be constructed after all ground surfaces are fully stabilized. If proposed landscaped areas are constructed prior to the site being fully stabilized, additional erosion controls shall be DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 20 installed. All soil stockpiles and material storage areas shall be located outside of the areas proposed for post- construction landscaping where feasible. Where this is not feasible, use techniques that rehabilitate and condition the soils as necessary to support vegetative growth prior to planting. 4.9 Storm Drain Inlets General All existing and proposed storm drain inlets affected by construction activities should be protected using an Inlet Sediment Filter as shown on the Erosion and Sedimentation Control Plan provided in Attachment A. Clean or remove and replace the protection measures as sediment accumulates, the filter becomes clogged, and/or performance is compromised. Where there is evidence of sediment accumulation adjacent to the inlet protection measure, remove the deposited sediment by the end of the same business day in which it is found or by the end of the following business day if removal by the same business day is not feasible. Specific Storm Drain Inlet Controls Storm Drain Inlet Control # 1 · BMP Description: Inlet Sediment Filter. · Installation Schedule: Prior to the Start of Construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective. condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Storm Drain Inlet Control # 2 · BMP Description: Inlet Protection with Gravel. · Installation Schedule: Prior to the Start of Construction . · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). Storm Drain Inlet Control # 3 · BMP Description: Inlet Protection with Block and Gravel. · Installation Schedule: Prior to the Start of Construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 21 4.10 Minimize Erosion of Stormwater Conveyances There are no proposed stormwater conveyance channels associated with this project. 4.11 Sediment Basins There are no proposed sediment basins associated with this project. 4.12 Chemical Treatment There are no proposed chemical treatments associated with this project. 4.13 Dewatering Practices Dewatering isn’t expected to occur onsite. 4.14 Other Stormwater Controls Any changes in construction activity that that include means of stormwater control not included in this document will be identified, the SWPPP will be amended, and the appropriate erosion and sedimentation controls will be implemented. 4.15 Site Stabilization Initiate the installation of stabilization measures immediately in any areas of exposed soil where construction activities have permanently ceased or will be temporarily inactive for 14 or more calendar days. Complete the installation of stabilization measures as soon as practicable, but no later than X calendar days after stabilization has been initiated. Site Stabilization Practice #1 Vegetative Non-Vegetative Temporary Permanent · BMP Description: Soil Stabilization Mat. · Installation Schedule: As/if required. · Maintenance and Inspection: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Responsible Staff: Construction Manager and Site Contractor(s). Site Stabilization Practice #2 Vegetative Non-Vegetative Temporary Permanent · BMP Description: Temporary Seeding. · Installation Schedule: As/if required. · Maintenance and Inspection: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Responsible Staff: Construction Manager and Site Contractor(s). DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 22 SECTION 5: POLLUTION PREVENTION STANDARDS 5.1 Potential Sources of Pollution Potential sources of sediment to stormwater runoff: · Stockpiles and construction staging · Clearing and grubbing operations · Grading and site excavation · Topsoil stripping · Landscape operations · Soil tracking offsite from construction vehicles · Runoff from unstabilized areas · Construction debris Potential pollutants and sources, other than sediment, to stormwater runoff: · Combined Staging Area – fueling activities, equipment maintenance, sanitary facilities, and hazardous waste storage · Materials Storage Area – building materials, solvents, adhesives, paving materials, paints, aggregates, trash, etc. · Construction Activity-paving, curb installation, concrete pouring, and building construction Staging areas are shown on the Erosion and Sedimentation Control Plan provided in Attachment A. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 23 Construction Site Pollutants Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Location on Site (or reference SWPPP site map where this is shown) Pesticides (insecticides, fungicides, herbicides, rodenticides) Chlorinated hydrocarbons, organophosphates, carbonates, arsenic Herbicides used for noxious weed control Fertilizers Nitrogen, phosphorous Newly seeded areas Plaster Calcium sulphate, calcium carbonate, sulfuric acid Building construction Cleaning Solvents Perchloroethylene, methylene chloride, trichloroethylene, petroleum distillates No equipment cleaning allowed in project limits Asphalt Oil, petroleum distillates Streets and parking lots Concrete Limestone, sand pH, chromium Curb and gutter, sidewalk, building construction Glue, Adhesives Polymers, epoxies Building construction Paints Metal oxides, Stoddard solvent, talc, calcium carbonate, arsenic Building construction Curing compounds Naphtha Curb and gutter, building construction Wood preservatives Stoddard solvent, petroleum distillates, arsenic, copper, chromium Timber pads, bracing, building construction Hydraulic Oils/fluids Mineral oil Leaks/broken hoses from equipment Gasoline Benzene, ethyl benzene, toluene, xylene, MTBE Secondary containment/staging area Diesel Fuel Petroleum distillate, oil & grease, naphthalene, xylenes Secondary containment/staging area Kerosene Coal oil, petroleum distillates Secondary containment/staging area Antifreeze/coolant Ethylene glycol, propylene glycol, heavy metals (copper, lead, zinc) Leaks or broken hoses from equipment Sanitary toilets Bacteria, parasites, and viruses Staging area DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 24 5.2 Spill Prevention and Response BMP Description: Spill kit, vehicle washing, silt sack catch basin protection, silt fence Installation Schedule: Start of construction activity Maintenance and Inspection: Minimum weekly & as necessary Responsible Staff: Construction Manager and Site Contractor · Major vehicle maintenance onsite is prohibited · Re-fueling of vehicles within 25 feet of a drainage structure is prohibited · Spill kit shall be kept onsite consisting of: - Gloves - Absorbent mats - Drip pan Spill Prevention and Control Plan · Refer to contractor’s Spill Plan. · Manufacturers’ recommended spill control methods will be posted onsite and site personnel will be made aware of the requirements. · Cleanup supplies will be kept onsite in a materials storage area. This equipment will include: goggles, brooms, dustpans, mops, rags, gloves, oil absorbent, sawdust, plastic and metal trash cans, and other materials and supplies specifically designated for cleanup. · All spills will be immediately cleaned up after discovery. · The spill area will be well ventilated. · Cleanup personnel will wear suitable protective clothing. · Spills of toxic and/or hazardous material will be reported to state, local, and Federal authorities, as required by law. Spills shall also be reported immediately to the owner. · A spill incident report will be filed detailing the amount and extent of the spill, material(s) involved, and effectiveness of the cleanup. This report will be on file at the Construction Manager/Site Contractor office, as well as kept onsite in the field office. A copy shall also be filed with the Hazard Communication Coordinator (HCC). The Construction Manager/Site Contractor will designate someone onsite that will serve as the Spill Cleanup Coordinator. At least two other personnel will be designated as alternate spill coordinators. All spill control personnel will be trained in spill prevention, control, and cleanup. The names of the responsible personnel will be posted at the jobsite office of the Construction Manager/ Site Contractor. 5.3 Fueling and Maintenance of Equipment or Vehicles General Minor vehicle and equipment emergency maintenance can be performed onsite away from drainage structures. Major vehicle and equipment maintenance must be performed offsite. Equipment/vehicle storage areas and any onsite fuel tanks will be inspected weekly and after storm events. Equipment and vehicles will be inspected for leaks, equipment damage, and other service problems on each day of use. Any leaks will be repaired immediately or the equipment/vehicle will be removed from the site. Minor vehicle and equipment emergency maintenance shall occur when a vehicle cannot be safely removed from the site. The vehicle should be repaired so it can be taken off-site so that the rest of the maintenance can occur. Major vehicle maintenance onsite is prohibited. Re-fueling or maintenance of vehicles within 25 feet of a drainage structure shall be prohibited. Drip pans, drip cloths, or absorbent pads should be used when replacing spent fluids. Secondary containment and cover should be provided where appropriate. The fluids should be collect and stored prior to being disposed of offsite. Spill kits should be readily available. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 25 Specific Pollution Prevention Practice #1 · BMP Description: Spill Kit. · Installation Schedule: Onsite throughout construction. · Responsible Staff: Construction Manager and Site Contractor. Specific Pollution Prevention Practice #1 · BMP Description: Drip Pans, Drip Cloths, Absorbent Pads. · Installation Schedule: Onsite throughout construction. · Responsible Staff: Construction Manager and Site Contractor. 5.4 Washing of Equipment and Vehicles General Vehicle and equipment washout areas shall be constructed by the contractor away from receiving water and storm drain inlets or constructed or natural site drainage features so that no untreated water enters the storm drain system. Soaps, detergents, or solvents must be stored in a way to prevent these detergents from coming into contact with rainwater, or a similarly effective means designed to prevent the discharge of pollutants from these areas. Specific Pollution Prevention Practices Pollution Prevention Practice # 1 · BMP Description: Designated vehicle/equipment washing areas · Installation Schedule: Start of construction. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Responsible Staff: Construction Manager and Site Contractor Pollution Prevention Practice # 2 · BMP Description: Spill kit, vehicle washing, straw bale catch basin protection, silt fence · Installation Schedule: Start of construction activity · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Responsible Staff: Construction Manager and Site Contractor 5.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes 5.5.1 Building Products General The contractor will recycle all construction materials possible. For materials that cannot be recycled, solid waste will be disposed of in accordance with DEP Regulations for Solid Waste Facilities, 310 CMR 10.00. Any building materials required to be stored onsite will be stored at a combined staging and materials storage area as shown on the CMP. Larger items will be elevated by appropriate methods to minimize contact with runoff. The DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 26 storage area will be inspected weekly and after storm events. It will be kept clean, organized, and equipped with appropriate cleaning supplies. Building product usage shall follow the following good housekeeping BMPs: · The Responsible Staff: Construction Manager or Site Contractor representative will inspect daily for inspection of the work area to ensure proper management of waste materials. · Store only enough material onsite required for that job as to satisfy current construction needs. · Store required materials in tightly lidded containers under cover. · Store materials in original containers with clearly legible labels. · Separate and store materials apart from each other. · Do not mix materials unless specifically in accordance with manufacturers’ recommendations. · Use all products from a container before disposing of the container. · Follow manufacturers’ instructions for handling, storage, and disposing of all materials. · All materials shall be stored in an area to prevent the discharge of pollutants from building products. Specific Pollution Prevention Practices Pollution Prevention Practice # 1 · BMP Description: Perimeter Protection control around Stockpiles. · Installation Schedule: Start of construction/ Immediately after stockpile is established. · Inspection Schedule: Once every 14 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. Remove any sediment before it has accumulated to one-half of the above-ground height of any perimeter control. · Responsible Staff: Construction Manager and Site Contractor(s). 5.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscape Materials · In storage areas, provide either (1) cover to minimize the exposure of these chemicals to precipitation and to stormwater or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas. · Comply with all application and disposal requirements included on the registered pesticide, herbicide, insecticide, and fertilizer label. 5.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals General · Only skilled personnel in a designated area will perform fueling of vehicles onsite. · Vehicles used onsite will be monitored for fuel and oil leaks. · Vehicles used onsite will be maintained in good working order. · Asphalt substances will be applied in accordance with manufacturers’ recommendations. · The use of petroleum products as a release agent for asphalt transport trucks is prohibited. · Vehicle fueling will only be done in vehicle fueling areas located by the contractor. See section 5.3 of the SWPPP. · The contractor shall be responsible for locating the fuel storage and re-fueling area onsite to minimize disturbance to construction activates and site area. · Construction equipment not in active use for 5 minutes or more will be turned off. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 27 5.5.4 Hazardous or Toxic Waste (Note: Examples include paints, solvents, petroleum-based products, wood preservatives, additives, curing compounds, acids.) General · Keep products in their original containers. · Original container labels should be clearly visible. · Material safety data sheets will be kept onsite and be available. · Follow all state, local, and Federal regulations regarding the handling, use, storage, and disposal of hazardous material. Paints: · All paint containers will be tightly sealed when not in use. · Remove excess paint in original labeled containers from the jobsite. · Paint will not be disposed of onsite. Remove excess paint material from the site and legally dispose of. · Paint shall not be disposed of in the storm drain system. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 28 5.5.5 Construction and Domestic Waste General The contractor will manage domestic waste onsite. The contractor will provide waste containers of sufficient size and number to contain construction and domestic wastes. The waste container lids will be kept closed when not in use and lids will be closed at the end of the business day for those containers that are actively used throughout the day. For waste containers that do not have lids, provide either a cover or a similarly effective means designed to minimize discharge of pollutants. Clean up immediately if containers overflow. Pollution Prevention Practice # 1 · BMP Description: Dumpster. · Installation Schedule: Start of construction. · Maintenance and Inspection: Weekly and covered daily. · Responsible Staff: Construction Manager and Site Contractor(s). Pollution Prevention Practice # 2 · BMP Description: Litter/debris pick-up. · Installation Schedule: Start of construction. · Maintenance and Inspection: Daily. · Responsible Staff: Construction Manager and Site Contractor(s). 5.5.6 Sanitary Waste All sanitary waste portable toilets shall be positioned so that they are secure and will not be tipped or knocked over, and located away from any stormwater inlets or conveyances. Pollution Prevention Practice # 1 · BMP Description: Porta John. · Installation Schedule: Start of construction. · Maintenance and Inspection: As manufacturer requires. · Responsible Staff: Construction Manager and Site Contractor(s). 5.6 Washing of Applicators and Containers used for Paint, Concrete, or Other Materials General Washing of applicators and containers used for paint, concrete, or other materials shall follow the following good housekeeping BMPs: · An effective means of eliminating the discharge of water from the washout and cleanout of stucco, paint, concrete, form release oils, curing compounds, and other construction materials. · All washwater must be directed into a leak-proof container or leak-proof pit. The container or pit must be designed so that no overflows can occur due to inadequate sizing or precipitation. · Washout and cleanout wastes should be handled as follows: ― Do not dump liquid wastes into storm sewers. ― Dispose of liquid wastes in accordance with applicable requirements. ― Remove and dispose of hardened concrete waste consistent with the handling of other construction wastes. · Locate any washout or cleanout activities as far away as possible from surface waters and stormwater inlets or conveyances, and to the extent practicable, designate areas to be used for these activities and conduct such activities only in these areas. DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 29 Pollution Prevention Practice # 1 · BMP Description: Designated applicator and container washing areas. · Installation Schedule: Start of construction. · Maintenance and Inspection: Daily. · Responsible Staff: Construction Manager and Site Contractor(s). 5.7 Fertilizers General If fertilizer is required onsite, installation will follow the following guidelines: · Fertilizers will be used at the application rates called for in the specifications for the project. · Once applied, fertilizer will be worked into the soil to minimize wash off from irrigation and stormwater. · Fertilizer will be stored under cover. · The contents of partially used fertilizer bags will be transferred to re-sealable, watertight containers clearly labeled with their contents. · Avoid applying before heavy rains. · Never apply to frozen ground. · Never apply to stormwater conveyance channels with flowing water. 5.8 Other Pollution Prevention Practices Any changes in construction activity that produce other allowable non-stormwater discharges will be identified, the SWPPP will be amended and the appropriate erosion and sedimentation controls will be implemented. Control # X · BMP Description: Description of control to be installed. · Installation Schedule: Approximate date of installation. · Inspection Schedule: Pick Inspection schedule from above. · Maintenance: Ensure that all stormwater controls remain in effective condition as decribed in part 2.1.4 of the CGP. · Responsible Staff: Construction Manager and Site Contractor(s). DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 30 SECTION 6: INSPECTION, MAINTENANCE, AND CORRECTIVE ACTION 6.1 Inspection Personnel and Procedures Personnel Responsible for Inspections Construction Manager Contact Person Site Contractor Contact person (Note: All personnel conducting inspections must be considered a “qualified person.” CGP Part 4.1.1 clarifies that a “qualified person” is a person knowledgeable in the principles and practices of erosion and sediment controls and pollution prevention, who possesses the skills to assess conditions at the construction site that could impact stormwater quality, and the skills to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit.) Inspection Schedule Specific Inspection Frequency The contractor shall inspect and maintain erosion control measures, and remove sediment therefrom, once every 7 days and within 24 hours of a storm event 0.25” or greater and within 24 hours of a snowmelt from a storm event that produces 3.25 inches or more of snow. Rain Gauge Location: (USGS) Latitude 42º 23' 36'', Longitude 72º 14' 21'' NAD83 Worcester County, Massachusetts Hydrologic Unit 01080204 Reductions in Inspection Frequency (if applicable): Inspection frequency may be reduced to twice per month (no more than 14 days apart) for the first month in areas of the site where the stabilization steps outlines in Parts 2.2.14 of the CGP have been completed. After the first month, inspection frequency may be reduced to once per month. If construction activity resumes in this portion of the site at a later date, the inspection frequency immediately increases to that required in Parts 4.2 and 4.3 as applicable. You must document the beginning and ending dates of this period in the SWPPP. Inspection frequency may be reduced to once per month and within 24 hours of the occurrence of a storm event of 0.25 inches or greater if the project is located in an arid, semi-arid, or drought-stricken area and construction is occurring during the seasonally dry period or a period in which drought is predicted to occur. If this inspection frequency is followed, you must document the beginning and ending dates of this period in the SWPPP. Inspections can be temporarily suspended under the following conditions: · Earth-disturbing activity is suspended due to frozen condition; · Runoff is unlikely due to continuous frozen conditions that are likely to continue at the site for at least three months based on historic seasonal averaged. If unexpected weather conditions make discharges likely, the operators must immediately resume the regular inspection schedule; DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 31 · Land disturbances have been suspended; and · All disturbed areas of the site have been stabilized in accordance with Part 2.2.14a of the CGP. Inspection frequency may be reduced to once per month under the following conditions: · The operator is still conducting earth disturbing activities under frozen conditions; · Runoff is unlikely due to continuous frozen conditions that are likely to continue at the site for at least three months based on historic seasonal averages. If unexpected weather conditions make discharges likely, the operator must immediately resume the regular inspection schedule; and · Except for areas in which the operator is conducting earth-disturbing activities, disturbed areas of the site have been stabilized in accordance with Part 2.2.14a of the CGP. Inspection Report Forms Copies of inspection reports are in Attachment D. 6.2 Corrective Action Personnel Responsible for Corrective Actions Contact Person, Construction Manager Company Contact Person, Site Contractor Corrective Action Forms A copy of the Corrective Action Form is in Attachment E. 6.3 Delegation of Authority Duly Authorized Representative(s) or Position(s): Construction Manager Company Contact Person Contact Person Title Street Address Town/City, State Zip Code xxx-xxx-xxxx Email address DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 32 SECTION 7: SWPPP TRAINING DOCUMENTATION Refer to Attachment I for a Training Log to be completed for each SWPPP training session. Refer to Attachment I for certificates from completion of EPA Inspector course Table 7-1: Documentation for Completion of Training Name Date Training Completed DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 33 SECTION 8: CERTIFICATION AND NOTIFICATION Operator – Owner’s Representative I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Title: Signature: Date: Operator – Construction Manager I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Title: Signature: Date: DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 34 SECTION 9: TURBIDITY BENCHMARK MONITORING FOR DEWATERING DISCHARGES If required to comply with Part 3.3 turbidity benchmark monitoring requirements for discharging to sensitive waters, the following procedures will be followed. Procedures: Collecting and evaluating samples Describe how you will collect and evaluate samples Reporting results and keeping monitoring information records Describe how you will report results to EPA and keep monitoring information records Taking corrective action when necessary Describe how you will take corrective action when necesary Turbidity Meter: Type of turbidity meter Insert the type of turbidity meter Turbidity meter manuals and manufacturer instructions Insert a copy of any manuals and manufacturer instructions in Appendix N of this SWPPP Template. Coordinating Arrangements for Turbidity Monitoring (if applicable): Permitted operator name Insert operator name Permitted operator NPDES ID Insert operator NPDES ID Coordinating Arrangement Describe the coordinating arrangement including which parties are tasked with specifc responsibilities DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 35 [Repeat as necessary.] Alternate turbidity benchmark (if applicable – alternate benchmarks must be approved by EPA): Alternate turbidity benchmark (NTU) Insert alternate turbidity benchmark Data and documentation used to request the alternate benchmark Insert the data and documentation that was submitted to EPA to request the alternate benchmark DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center SWPPP ATTACHMENTS Attachment A – Site Maps Attachment B – 2022 Construction General Permit Attachment C – NOI and EPA Authorization Email Attachment D – Site Inspection Form and Dewatering Inspection Form (If Applicable) Attachment E – Corrective Action Form Attachment F – SWPPP Amendment Log Attachment G – Subcontractor Certifications/Agreements Attachment H – Grading and Stabilization Activities Log Attachment I – SWPPP Training Documentation Attachment J – Delegation of Authority Form Attachment K – Endangered Species Documentation Attachment L – Historic Preservation Documentation Attachment M – Rainfall Gauge Recording Attachment N – Turbidity Meter Manual and Manufacturer’s Instructions Attachment O – Order of Conditions DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment A – Site Maps DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment B – 2022 Construction General Permit DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment C – NOI and EPA Authorization Email DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment D – Site Inspection Form and Dewatering Inspection Form DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment E – Corrective Action Form DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment F – SWPPP Amendment Log DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment G –Subcontractor Certifications/Agreements DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center SUBCONTRACTOR CERTIFICATION STORMWATER POLLUTION PREVENTION PLAN Project Number: Project Title: Operator(s): As a subcontractor, you are required to comply with the Stormwater Pollution Prevention Plan (SWPPP) for any work that you perform onsite. Any person or group who violates any condition of the SWPPP may be subject to substantial penalties or loss of contract. You are encouraged to advise each of your employees working on this project of the requirements of the SWPPP. A copy of the SWPPP is available for your review at the office trailer. Each subcontractor engaged in activities at the construction site that could impact stormwater must be identified and sign the following certification statement: I certify under the penalty of law that I have read and understand the terms and conditions of the SWPPP for the above designated project and agree to follow the practices described in the SWPPP. This certification is hereby signed in reference to the above named project: Company: Address: Telephone Number: Type of construction service to be provided: Signature: Title: Date: DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment H – Grading and Stabilization Activities Log DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Date Grading Activity Initiated Description of Grading Activity Description of Stabilization Measure and Location Date Grading Activity Ceased (Indicate Temporary or Permanent) Date When Stabilization Measures Initiated DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment I – SWPPP Training Documentation DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Stormwater Pollution Prevention Training Documentation Project Name: Project Location: Instructor’s Name(s): Instructor’s Title(s): Course Location: Date: Course Length (hours): Stormwater Training Topic: (check as appropriate)  Sediment and Erosion Controls  Emergency Procedures  Stabilization Controls  Inspections/Corrective Actions  Pollution Prevention Measures Specific Training Objective: Attendee Roster: (attach additional pages as necessary) No. Name of Attendee Company 1 2 3 4 5 6 7 8 DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 50 Attachment J – Delegation of Authority Form DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 51 Delegation of Authority I, _______________________ (name), hereby designate the person or specifically described position below to be a duly authorized representative for the purpose of overseeing compliance with environmental requirements, including the Construction General Permit, at the ____________________________________ construction site. The designee is authorized to sign any reports, stormwater pollution prevention plans and all other documents required by the permit. ________________________________________ (name of person or position) ________________________________________ (company) ________________________________________ (address) ________________________________________ (city, state, zip) ________________________________________ (phone) By signing this authorization, I confirm that I meet the requirements to make such a designation as set forth in Appendix I of EPA’s Construction General Permit (CGP), and that the designee above meets the definition of a “duly authorized representative” as set forth in Appendix I. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Company: Title: Signature: Date: DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment K – Endangered Species Documentation DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 53 Attachment L – Historic Preservation Documentation DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment M – Rainfall and Snowfall Gauge Recording Use the table below to record the rainfall and snowfall gauge readings at the beginning and end of each work day. An example table follows. Month/Year Month/Year Month/Year Day Start time End time Day Start time End time Day Start time End time 1 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 15 16 16 16 17 17 17 18 18 18 19 19 19 20 20 20 21 21 21 22 22 22 23 23 23 24 24 24 25 25 25 26 26 26 27 27 27 28 28 28 29 29 29 30 30 30 31 31 31 DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center 55 Attachment N – Turbidity Meter Manual and Manufacturer’s Instructions DRAFT Stormwater Pollution Prevention Plan Smith College Lazarus-Wurtele Center Attachment O – Order of Conditions 18 APPENDIX G Soil Investigations NRCS Soil Maps and Descriptions Geotechnical Report Soil Test Pit Logs HALEY & ALDRICH, INC. 465 Medford St. Suite 2200 Boston, MA 02129 617.886.7400 www.haleyaldrich.com MEMORANDUM 19 June 2023 File No. 204385-000 TO: Smith College Charlie Conant C: Thornton Tomasetti; Attn: Jamie Kirkland TenBerke Architects; Attn: Harsha Sharma, Joshua Wujek, Arthi Krishnamoorthy Consigli; Attn: Mari Creatini, Rich Scopelliti FROM: Haley & Aldrich, Inc. Rich Genovesi; Bradford Aldinger SUBJECT: Preliminary Geotechnical Guidance Lazarus-Wurtele Center, Smith College Northampton, MA This memorandum presents preliminary geotechnical guidance, before issuance of our geotechnical report, to help the design team advance their design efforts and help Consigli, the construction manager, advance their pricing efforts. The preliminary design and construction guidance provided below is based on the results of two recently completed test boring programs, during the periods of 15- 17 May and 7-8 June 2023, and our discussions with you and the project team. For your reference we have included the following attachments:  Draft copy of Figure 2 – Site and subsurface exploration location plan, dated June 2023.  Draft test boring logs.  A photograph of recently collected rock core. Preliminary Geotechnical Recommendations  Design groundwater level: El. 183  Foundation Type: As discussed in calls with the project team, we recommend evaluation of both shallow and deep foundations.  Shallow foundations: Footings and/or mat foundations – General considerations Smith College 19 June 2023 Page 2 ▪ Typically, less expensive. ▪ Technical feasibility will depend on the predicted settlements associated with the provided structural loads. ▪ Economic feasibility will depend on their relative costs due to the size required and cost of the foundations to accommodate the structural loads based on the allowable bearing pressure provided below. – Preliminary design considerations ▪ Assume a gross allowable bearing capacity of 1,500 psf (no net stress increase on the clay).  Deep foundations: H-piles, drilled micropiles (DMPs) – General considerations ▪ Typically, more expensive. ▪ If project design and pricing suggest that one or more of the conditions indicated below are true, deep foundations may be an advantageous approach: • Relatively high uplift pressures in the structure require tiedown anchors. • Relatively large shear forces in the structure require more efficient lateral load resistance. • Soil generated from pile caps is less than soil generated from shallow foundation excavations, resulting in lower soil transport fees and overall lower costs for the deep foundation approach. – Preliminary design considerations ▪ Driven H-Piles – Provided there are no settlement sensitive receptors nearby and the potential disruption to campus students, personnel, and activities from their installation is acceptable, driven H-Piles appear feasible. ▪ Initial recommendations for pricing of common pile sizes used for lightly loaded structures are below: • HP10x42: 75 ton compression, 15 ton tension, approximate tip at El. 125. • HP12x74: 170 ton compression, 20 ton tension, approximate tip at El. 125. • We have assumed: o minimum yield stress of 50 ksi; o 1/16 in. corrosion around the pile perimeter; o drive shoes on the pile; and o load test required. ▪ Drilled Micropiles • Assume: Smith College 19 June 2023 Page 3 o 100-ton compression, 50 ton tension o 7 in. dia. pile with permanent steel casing advanced 1 ft into bedrock and a 12 ft rock socket. o Pile tip elevation roughly El. 115. o Allowable skin friction in the rock of 70 psi. o Pile load test or successful waiver needed.  Seismic Design (using Mass Building code 10th Edition): – Site Class D, Ss= 0.167g, S1= 0.056g. – Site soils not considered liquefaction susceptible during the Code design earthquake.  Lateral Pressures – Design new building foundation walls serving as retaining walls in accordance with the applicable below-listed lateral pressures. – The recommendations assume that the walls are drained full height, including a perimeter drain at the base of the wall, and grades behind the wall are flat to a horizontal distance behind the wall equal to the height of the wall (H). – The height of the wall (H) is herein defined as the distance in feet between the top of upper finished floor level (or finished site grade) on the retained earth side of the wall and the bottom of the lower finished floor level (or finished site grade) on the down- slope side of the wall. – For seismic loading conditions, walls should be designed to resist static plus seismic earth pressures. Surcharge loading does not need to be considered for seismic design unless the surcharge will be applied over an extended time. – Static Earth: ▪ Restrained walls ((braced at the top and bottom): Equivalent fluid unit weight equal to 60 pounds per square foot (psf) per foot depth applied to the bottom of the foundation element. ▪ Unrestrained walls (walls that are free to deflect at the top of the wall): Equivalent fluid unit weight equal to 40 psf per foot depth applied to the bottom of the foundation element. – Seismic Earth: ▪ Inverted triangular pressure applied over the height of the wall (H) with a magnitude of 8.3H (psf) at the top of the wall. – Surcharge: ▪ Uniform pressure applied from the elevation of the surcharge to the bottom of the foundation element with a magnitude of 0.5q or 0.3q (psf), where q is the vertical surcharge load (psf), uniformly distributed over the height of the wall for restrained and unrestrained walls, respectively. Smith College 19 June 2023 Page 4 – Foundation walls designed as retaining walls should be designed for a factor of safety of 1.5 against sliding and overturning under static loading conditions and 1.2 under seismic loading conditions. – Passive soil pressure should not be included as a resisting force.  Resistance to Lateral Loads (for shallow foundations) – Lateral loads may be resisted using a combination of friction between footing bases and underlying bearing materials, and passive restraint on the sides of footings and walls. – The resistance to lateral loads provided by friction between footing concrete and underlying Lacustrine Clay Deposits should be calculated using a coefficient of friction (ultimate) equal to 0.3. Lateral capacities for pile supported structure will be provided in our forthcoming geotechnical report.  Temporary Lateral Earth Support, SOE, system – Preliminarily, we recommend assuming steel sheeting driven some depth into the clay, to cut off groundwater, or deeper as contractor designer deems necessary. – Soil nail wall: Preliminary analyses indicate a soil nail wall would be challenged from a global slope stability perspective (FS < 1 for assumed soil properties), leading to undesirable movements of the wall and behind it. – All things being equal, and assuming a soil nail wall is not feasible, it is likely that steel sheeting would be the least expensive option. We would be happy to work directly with Thornton Tomasetti on specific aspects of design (e.g., lateral load analysis for piles, etc.) as required to complete their structural analysis. Please do not hesitate to contact us for specific information requests. Feel free to contact us with questions. Attachments Figure 2 – Site and subsurface exploration location plan, dated June 2023 Draft test boring logs Photograph of recently collected rock core \\haleyaldrich.com\share\CF\Projects\0204385\Deliverables\Prelim-GT-Guidelines\2023-0619-HAI-M-Smith-Laz-Wurtele-Prelim-Geotech-D1.docx HA23-1HA23-2HA23-6 (OW)HA23-3 (OW)HA23-4HA23-5185.5178.5145.0<145187.5181.5147.5<143.5190.5184.5150.5125.5188.0179.0157.0128.0184.0175.0<174<174192.0176.0<161<161LEGENDDESIGNATION AND APPROXIMATE LOCATION OFTEST BORING DRILLED BY SEABOARD DRILLING, LLCDURING THE PERIOD OF 15 MAY TO 9 JUNE 2023EL. GROUND SURFACEEL. TOP OF LACUSTRINE CLAYEL. TOP OF GLACIAL TILLEL. TOP OF BEDROCKNOTES1.BASE PLAN IS PDF OF DRAWING C-500 TITLED "ROADWAY LAYOUTPLAN" PREPARED BY NITSCH ENGINEERING DATED 10 MAY 2023.03060SCALE IN FEET\\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\CAD\0204385 - BLP.DWGRGENOVESIHA-FIG-B-L-H6/19/2023 2:24 PM Sheet:Printed:FIGURE 2LAZARUS-WURTELE CENTERSMITH COLLEGENORTHAMPTON, MASSACHUSETTSSITE AND SUBSURFACEEXPLORATION LOCATION PLANSCALE: AS SHOWNJUNE 2023HA23-1188.0179.0140.0125.0Draft Print06/19/2023 5:11:49 PM S1 12 S2 18 S315 S420 S520 S6 24 0.0 2.0 2.0 4.0 5.0 7.0 7.0 9.0 10.0 12.0 15.0 17.0 3322 2 222 5655 4546 32 1 2 WOH WOHWOHWOH SM SP- SM SP- SM ML CL CL 15 15 25 35 50 45 5 15 20 15 10 15 15 10 10 90 80 100 15 5 5 50.0 0.0 0.0 0.0 0.0 185.20.3 183.52.0 178.57.0 175.510.0 -BITUMINOUS CONCRETE PAVEMENT- Loose brown silty SAND with gravel (SM), mps 0.25 in., no structure, no odor, moist Very loose red-brown poorly graded SAND with silt (SP-SM), mps 0.25 in., weak structure, no odor, moist Medium dense red-brown poorly graded SAND with silt (SP-SM), mps 0.25 in., weak structure, no odor, moist -FILL- Loose dark gray SILT (ML), no structure, no odor, wet Soft gray lean CLAY (CL), no odor, moist Very soft dark gray lean CLAY (CL), no odor, wet -LACUSTRINE DEPOSITS- 7 File No. 42.0 Location HA23-1 Time (hr.) 5/15/2023 Inside Diameter (in.)None Boring No. Driller Datum Type Barrel Rig Make & Model: Grout Screen Well Diagram Sheet No. 15 May 2023 of Hole 30 1 3/8 - Elapsed Riser Pipe Start Bit Type:S H&A Rep. Plasticity: N - Nonplastic L - Low M - Medium H - HighDry Strength: N - None L - Low M - Medium H - High V - Very High Drilling 0204385-000 See Plan NAVD88 30 Summary Field Tests: 2 Drill Mud: Hammer Weight (lb)-140140 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - NoneToughness: L - Low M - Medium H - High Cuttings MiniRAE 2000 10.6 eV HA23-1 Samples S11 Water Concrete Hammer Fall (in.) Bentonite Seal Finish Elevation - of Casing Bottom Spun Winch Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Sample ID Boring No. J. NitshDrilling Equipment and Procedures 15 May 20231 Truck T. Danaher Casing Casing: PID Make & Model: Hoist/Hammer: - Depth (ft) to: Sampler Overburden (ft) Rock Cored (ft) of HSA Cutting Head O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 3.25 - 185.5 (est.) †Note: Maximum particle size is determined by direct observation within the limitations of sampler size. Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)0 5 10 15 20 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptionsGEOLOGIC INTERPRETATION) S724 S824 S9 24 S1024 S1120 20.0 22.0 25.0 27.0 30.0 32.0 35.0 37.0 40.0 42.0 WOHWOHWOHWOH 2 1 11 WOHWOHWOHWOH WOHWOHWOHWOH WOH 3 9 14 CL CL CL CL SM 5 10 70 100 100 100 100 15 0.0 0.0 0.0 0.0 0.0 145.040.5 143.542.0 Similar to S6 Similar to S7 Similar to S8 Similar to S9 -LACUSTRINE DEPOSITS- Medium dense red-brown silty SAND (SM), mps 3 mm, no structure, no odor, wet -GLACIAL TILL- BOTTOM OF EXPLORATION 42.0 FT File No. Boring No.HA23-1 Sheet No. HA23-1 2of2 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)20 25 30 35 40 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) S1 10 S2 16 S318 S424 S522 S6 24 0.0 2.0 2.0 4.0 5.0 7.0 7.0 9.0 10.0 12.0 15.0 17.0 4343 3 545 4745 3338 24 6 6 WOH WOHWOHWOH SP- SM SP SP ML-CL SM CL 15 5 5 5 50 15 15 5 5 25 10 75 75 15 15 45 10 5 5 80 80 25 100 1050.0 0.0 0.0 0.0 0.0 0.0 187.10.4 185.52.0 181.56.0 177.510.0 172.515.0 -ASPHALT- Loose red-brown poorly graded SAND with silt and gravel (SP-SM), mps 0.25 in., weak structure, no odor, moist Loose light brown poorly graded SAND (SP), mps 4 mm, weak structure, no odor, moist -FILL- Similar to S2, except medium dense Meidum stiff olive-brown to gray-brown sandy SILT (ML) interbedded with silty CLAY (CL), mps 0.1 mm, strong structure, no odor, moist to wet Similar to S3 below 6 ft Medium dense gray-brown to red-brown sitly SAND (SM), mps 0.25 in., no odor, wet Very soft gray-brown lean CLAY (CL), laminated, no odor, wet -LACUSTRINE DEPOSITS- 7 File No. 44.0 Location HA23-2 Time (hr.) 5/15/2023 Inside Diameter (in.)None Boring No. Driller Datum Type Barrel Rig Make & Model: Grout Screen Well Diagram Sheet No. 15 May 2023 of Hole 30 1 3/8 - Elapsed Riser Pipe Start Bit Type:S H&A Rep. Plasticity: N - Nonplastic L - Low M - Medium H - HighDry Strength: N - None L - Low M - Medium H - High V - Very High Drilling 0204385-000 See Plan NAVD88 30 Summary Field Tests: 2 Drill Mud: Hammer Weight (lb)-140140 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - NoneToughness: L - Low M - Medium H - High Cuttings MiniRAE 2000 10.6 eV HA23-2 Samples S12 Water Concrete Hammer Fall (in.) Bentonite Seal Finish Elevation - of Casing Bottom Spun Winch Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Sample ID Boring No. J. NitshDrilling Equipment and Procedures 15 May 20231 Truck T. Danaher Casing Casing: PID Make & Model: Hoist/Hammer: - Depth (ft) to: Sampler Overburden (ft) Rock Cored (ft) of HSA Cutting Head O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 3.25 - 187.5 (est.) †Note: Maximum particle size is determined by direct observation within the limitations of sampler size. Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)0 5 10 15 20 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptionsGEOLOGIC INTERPRETATION) S724 S824 S9 24 S1024 S1115 S1218 20.0 22.0 25.0 27.0 30.0 32.0 35.0 37.0 40.0 42.0 42.0 44.0 WOHWOHWOHWOH WOH WOH WOHWOH WOHWOHWOHWOH WOHWOHWOHWOH 1 6 9 9 7 17 21 50 CL CL CL CL SM SM 10 10 50 50 15 15 100 100 100 100 15 15 5 5 5 5 0.0 0.0 0.0 0.0 0.0 0.0 147.540.0 143.544.0 Similar to S6 Similar to S7 Similar to S8 Similar to S9 -LACUSTRINE DEPOSITS- Medium dense gray-brown silty SAND (SM), mps 0.25 in., bonded, no odor, wet Similar to S11, except dense -GLACIAL TILL- Note: HSA refusal at 44 ft on probable boulder. BOTTOM OF EXPLORATION 44.0 FT File No. Boring No.HA23-2 Sheet No. HA23-2 2of2 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)20 25 30 35 40 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) S1 11 S2 4 S38 S4 14 S514 S6 10 0.0 2.0 2.0 4.0 4.0 6.0 6.0 8.0 10.0 12.0 15.0 17.0 3323 2 222 2232 3466 57 8 7 1 2WOHWOH SP- SM SM SM SP- SM CL CL 5 5 5 70 45 45 70 15 25 25 20 10 20 20 10 100 100 5 5 0.0 0.0 0.0 0.0 0.0 0.0 190.20.3 188.52.0 184.56.0 180.510.0 -TOPSOIL- Loose dark brown poorly graded SAND with silt (SP-SM), mps 0.25 in., no structure, no odor, moist Loose dark brown silty SAND (SM), mps 0.25 in., no structure, no odor, moist Similar to S2 -FILL- Loose brown poorly graded SAND with silt (SP-SM), no structure, no odor, moist -GLACIOFLUVIAL DEPOSITS- Stiff gray lean CLAY (CL), no odor, wet Very soft gray-brown lean CLAY (CL), laminated, no odor, wet -LACUSTRINE DEPOSITS- File No. 65.0 Location HA23-3 Time (hr.) Inside Diameter (in.)None Boring No. Driller Datum Type Barrel Rig Make & Model: Grout Screen Well Diagram Sheet No. 17 May 2023 of Hole 30 1 3/8 NX Elapsed Riser Pipe Start Bit Type:S H&A Rep. Plasticity: N - Nonplastic L - Low M - Medium H - HighDry Strength: N - None L - Low M - Medium H - High V - Very High 0204385-000 See Plan NAVD88 24 Summary Field Tests: 4 Drill Mud: Hammer Weight (lb)-140300 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - NoneToughness: L - Low M - Medium H - High Cuttings MiniRAE 2000 10.6 eV HA23-3 Samples S14, C1 Water Concrete Hammer Fall (in.) Bentonite Seal Finish Elevation - of Casing Bottom Driven Winch Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Sample ID Boring No. J. NitshDrilling Equipment and Procedures 16 May 20231 Truck T. Danaher Casing Casing: PID Make & Model: Hoist/Hammer: 2.0 Depth (ft) to: Sampler Overburden (ft) Rock Cored (ft) of HW Roller Bit O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 4.0 5.0 190.5 (est.) †Note: Maximum particle size is determined by direct observation within the limitations of sampler size. Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)0 5 10 15 20 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT Well DiagramStratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptionsGEOLOGIC INTERPRETATION) S720 S812 S9 22 S1024 S113 S12 0 20.0 22.0 25.0 27.0 30.0 32.0 35.0 37.0 40.0 40.3 45.0 45.2 WOHWOHWOHWOH WOH WOH WOHWOH WOHWOHWOHWOH WOHWOHWOHWOH 50/3" 50/2" CL CL CL CL 100 100 100 100 0.0 0.0 0.0 0.0 0.0 150.540.0 Similar to S6 Similar to S7 Similar to S8 Similar to S9 -LACUSTRINE DEPOSITS- Rock fragments in tip, mps 0.75 in. Note: Numerous cobbles and boulders from 41 to 50 ft. Difficult drilling. No recovery -GLACIAL TILL- File No. Boring No.HA23-3 Sheet No. HA23-3 4of2 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)20 25 30 35 40 45 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT Well DiagramStratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) S13 3 S140 50.0 50.4 55.0 55.0 50/4" 50/0" 125.565.0 SM 15 25 15 2015100.0 Very dense gray silty SAND with gravel (SM), mps 1.0 in., weak structure, no odor, wet No recovery. Sampler appeared to bounce on probable cobble/boulder. Note: Advanced borehole to bedrock using a roller bit then drive casing into bedrock to faciliate collection of bedrock core. -GLACIAL TILL- SEE CORE BORING REPORT FOR ROCK DETAILS File No. Boring No.HA23-3 Sheet No. HA23-3 4of3 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)50 55 60 65 70 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT Well DiagramStratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) C16.9 5.7 5.8 5.5 5.7 125.565.0 120.570.0 Hard, slightly weathered, red brown, fine to coarse grained SANDSTONE.Primary joint set: horizontal to low angle, very close to close, rough, discolored,open. -BEDROCK- BOTTOM OF EXPLORATION 70.0 FT 60 40 100 67 65.0 70.0 Recovery/RQD 300 S T. Danaher -30 2.0 NAVD88 17 May 2023 Winch, Automatic Hammer Casing: Sampler Type Sheet No.of See Plan Roller Bit HW Drilling Equipment and Procedures Driven Datum Elevation Location Start 140 - Truck Finish Hammer Weight (lb) Hammer Fall (in.) 16 May 2023 Rig Make & Model: 24 Driller Bit Type: None4.0 Drill Mud: Hoist/Hammer: Casing 1 3/8 H&A Rep. J. NitshBarrel NX File No. 4 HA23-3 Inside Diameter (in.) 0204385-000 Boring No. 190.5 (est.) 1 Bentonite Seal 65.0 5.0 GroutG - Geoprobe S - Split Spoon Boring No. Screen Summary Riser Pipe Water Depth (ft.) to:Time Bottom Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. U - Undisturbed Sample O - Open End Rod Sample Identification Well Diagram Overburden (lin. ft.)Elapsed HA23-3 T - Thin Wall Tube Rock Cored (lin. ft.) Concrete Cuttings Filter Sand S14, C1 of Casing Bottom of Hole Date Samples Time (hr.) Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA H+A CORE LOG PG1-07-1 HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-1.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 13 Jun 23CORE BORING REPORT Weath-eringRunNo. DrillingRate(min./ft) Depth(ft) 65 70 75 80 85 Well Dia- gram Elev./Depth(ft) Visual Descriptionand Remarksin. % Run Depth (ft) DRAFT S1 17 S2 14 S318 S4 19 S514 S6 20 0.0 2.0 2.0 4.0 4.0 6.0 6.0 8.0 8.0 10.0 15.0 17.0 23810 6 766 3653 1222 21 2 2 1 WOH1WOH SP- SM SP SP SM CL CL 15 5 5 5 5 50 25 25 25 25 10 65 65 45 45 10 5 5 25 25 100 100 1050.0 0.0 0.0 0.0 0.0 0.0 0.0 187.70.3 186.02.0 182.06.0 179.09.0 -BITUMINOUS CONCRETE PAVEMENT- Medium dense red-brown poorly graded SAND with silt and gravel, mps 0.75 in., no structure, no odor, moist Very loose brown poorly graded SAND (SP), mps 0.25 in., no structure, no odor, moist Similar to S2 -FILL- Very loose gray to gray-brown silty SAND (SM), weak structure, no odor, moist -GLACIOFLUVIAL DEPOSITS- Similar to S4 Medium stiff gray lean CLAY (CL), no odor, wet -LACUSTRINE DEPOSITS- Very soft gray-brown lean CLAY (CL), laminated, no odor, wet File No. 10 Location HA23-4 Time (hr.) Inside Diameter (in.)None Boring No. Driller Datum Type Barrel Rig Make & Model: Grout Screen Well Diagram Sheet No. 7 June 2023 of Hole 30 1 3/8 NX Elapsed Riser Pipe Start Bit Type:S H&A Rep. Plasticity: N - Nonplastic L - Low M - Medium H - HighDry Strength: N - None L - Low M - Medium H - High V - Very High 0204385-000 See Plan NAVD88 24 Summary Field Tests: 4 Drill Mud: Hammer Weight (lb)-140300 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - NoneToughness: L - Low M - Medium H - High Cuttings MiniRAE 2000 10.6 eV HA23-4 Samples S12 Water Concrete Hammer Fall (in.) Bentonite Seal Finish Elevation - of Casing Bottom Driven Winch Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Sample ID Boring No. J. NitshDrilling Equipment and Procedures 17 May 20231 Truck T. Danaher Casing Casing: PID Make & Model: Hoist/Hammer: 2.0 Depth (ft) to: Sampler Overburden (ft) Rock Cored (ft) of HW Roller Bit O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 4.0 10 188.0 (est.) †Note: Maximum particle size is determined by direct observation within the limitations of sampler size. Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)0 5 10 15 20 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptionsGEOLOGIC INTERPRETATION) S724 S822 S9 19 S108 20.0 22.0 25.0 27.0 30.0 32.0 40.0 41.1 WOHWOHWOHWOH WOH WOH WOHWOH WOHWOH39 31 40 50/1" CL CL CL SW- SM SM 20 25 15 100 100 100 100 151015 0.0 0.0 0.0 0.0 0.0 157.031.0 Similar to S6 Similar to S7 Similar to S7 Medium dense red-brown to gray-brown well graded SAND with silt and gravel (SW- SM), mps 1 in., no structure, no odor, wet Note: Difficult drilling with numerous cobbles and boulders throughout glacial till stratum. Very dense gray-brown silty SAND with gravel, mps 1 in., moderately bonded in-situ, no odor, wet File No. Boring No.HA23-4 Sheet No. HA23-4 4of2 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)20 25 30 35 40 45 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) S11 0 S128 50.0 50.1 55.0 55.8 50/1" 4050/4" 128.0 60.0 SM 20 25 15 1510150.0 No recovery Very dense gray-brown silty SAND with gravel, mps 1 in., moderately bonded in-situ, no odor, wet SEE CORE BORING REPORT FOR ROCK DETAILS File No. Boring No.HA23-4 Sheet No. HA23-4 4of3 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)50 55 60 65 70 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) 128.0 60.0 118.0 70.0 6.4 7.3 7.3 6.5 6.6 7.5 7.5 7.2 6.3 8.0 Moderately hard, moderately weathered, red brown, medium to coarse grainedSANDSTONE. Primary joint set: horizontal to low angle, very close to close, rough,discolored, open. Moderately hard to hard, moderately to slightly weathered, red brown, fine to coarsegrained SANDSTONE. Primary joint set: horizontal to low angle, extremely close toclose, rough, discolored, open. -BEDROCK- BOTTOM OF EXPLORATION 70.0 FT 28 0 50 8 47 0 83 13 60.0 65.0 65.0 70.0 Recovery/RQD 300 S T. Danaher -30 2.0 NAVD88 7 June 2023 Winch, Automatic Hammer Casing: Sampler Type Sheet No.of See Plan Roller Bit HW Drilling Equipment and Procedures Driven Datum Elevation Location Start 140 - Truck Finish Hammer Weight (lb) Hammer Fall (in.) 17 May 2023 Rig Make & Model: 24 Driller Bit Type: None4.0 Drill Mud: Hoist/Hammer: Casing 1 3/8 H&A Rep. J. NitshBarrel NX File No. 4 HA23-4 Inside Diameter (in.) 0204385-000 Boring No. 188.0 (est.) 1 Bentonite Seal 10 10 GroutG - Geoprobe S - Split Spoon Boring No. Screen Summary Riser Pipe Water Depth (ft.) to:Time Bottom Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. U - Undisturbed Sample O - Open End Rod Sample Identification Well Diagram Overburden (lin. ft.)Elapsed HA23-4 T - Thin Wall Tube Rock Cored (lin. ft.) Concrete Cuttings Filter Sand S12 of Casing Bottom of Hole Date Samples Time (hr.) Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA H+A CORE LOG PG1-07-1 HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-1.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 13 Jun 23CORE BORING REPORT Elev./Depth (ft) Weath-eringRunNo. DrillingRate(min./ft) Depth(ft) 60 65 70 75 80 Visual Descriptionand Remarksin. % Run Depth (ft) DRAFT S1 17 S2 17 S316 S4 17 S520 0.0 2.0 2.0 4.0 4.0 6.0 6.0 8.0 8.0 10.0 8866 7 644 3332 2212 23 3 2 SP- SM SP SP SM CL 15 5 5 5 5 50 15 25 25 25 10 75 65 45 45 10 5 5 25 25 100 1050.0 0.0 0.0 0.0 0.0 0.0 183.70.3 182.02.0 178.06.0 175.09.0 174.010.0 -BITUMINOUS CONCRETE PAVEMENT- Medium dense red-brown poorly graded SAND with silt and gravel, mps 0.75 in., no structure, no odor, moist Loose light brown poorly graded SAND (SP), mps 0.25 in., no structure, no odor, moist Similar to S2 -FILL- Very loose gray to gray-brown silty SAND (SM), weak structure, no odor, moist -GLACIOFLUVIAL DEPOSITS- Similar to S4, except loose Medium stiff gray lean CLAY (CL), no odor, wet -LACUSTRINE DEPOSITS- BOTTOM OF EXPLORATION 10.0 FT File No. 10 Location HA23-5 Time (hr.) Inside Diameter (in.)None Boring No. Driller Datum Type Barrel Rig Make & Model: Grout Screen Well Diagram Sheet No. 17 May 2023 of Hole 30 1 3/8 -- Elapsed Riser Pipe Start Bit Type:S H&A Rep. Plasticity: N - Nonplastic L - Low M - Medium H - HighDry Strength: N - None L - Low M - Medium H - High V - Very High 0204385-000 See Plan NAVD88 Summary Field Tests: 1 Drill Mud: Hammer Weight (lb)-140 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - NoneToughness: L - Low M - Medium H - High Cuttings MiniRAE 2000 10.6 eV HA23-5 Samples S5 Water Concrete Hammer Fall (in.) Bentonite Seal Finish Elevation - of Casing Bottom Winch Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Sample ID Boring No. J. NitshDrilling Equipment and Procedures 17 May 20231 Truck T. Danaher Casing Casing: PID Make & Model: Hoist/Hammer: -- Depth (ft) to: Sampler Overburden (ft) Rock Cored (ft) of O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 184.0 (est.) †Note: Maximum particle size is determined by direct observation within the limitations of sampler size. Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)0 5 10 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptionsGEOLOGIC INTERPRETATION) S1 14 S1 13 S318 S419 S520 S6 20 S7 24 0.0 2.0 2.0 4.0 5.0 7.0 7.0 9.0 10.0 12.0 15.0 17.0 17.0 19.0 2864 3 334 2333 4445 34 5 6 2 5109 1 112 SP- SM SP SP SP SP SP ML CL 10 5 50 80 75 75 60 60 25 10 20 20 35 35 10 10 5 5 5 5 5 90 100 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 191.70.3 190.02.0 187.05.0 176.016.0 -TOPSOIL- Medium dnese brown poorly graded SAND with silt (SP-SM), mps 0.5 in., no structure, no odor, moist Loose red-brown poorly graded SAND (SP), mps 4 mm., no structure, no odor, moist -FILL- Loose yellow brown to brown poorly graded SAND (SP), mps 2 mm, no structure, no odor, moist Similar to S3 -GLACIOFLUVIAL DEPOSITS- Loose brown poorly graded SAND (SP), mps 1 mm, no structure, no odor, moist Similar to S5 Stiff olive-brown to gray-brown sandy SILT (ML) interbedded with silty CLAY (CL), mps 0.1 mm, strong structure, no odor, moist to wet Very soft gray-brown lean CLAY (CL), laminated, no odor, wet -LACUSTRINE DEPOSITS- 15 File No. 31 Location HA23-6 Time (hr.) 6/8/2023 Inside Diameter (in.)None Boring No. Driller Datum Type Barrel Rig Make & Model: Grout Screen Well Diagram Sheet No. 8 June 2023 of Hole 30 1 3/8 -- Elapsed Riser Pipe Start Bit Type:S H&A Rep. Plasticity: N - Nonplastic L - Low M - Medium H - HighDry Strength: N - None L - Low M - Medium H - High V - Very High Drilling 0204385-000 See Plan NAVD88 24 Summary Field Tests: 2 Drill Mud: Hammer Weight (lb)-140300 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - NoneToughness: L - Low M - Medium H - High Cuttings MiniRAE 2000 10.6 eV HA23-6 Samples S7, U2 Water Concrete Hammer Fall (in.) Bentonite Seal Finish Elevation - of Casing Bottom Driven Winch Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Sample ID Boring No. J. NitshDrilling Equipment and Procedures 8 June 20231 Truck T. Danaher Casing Casing: PID Make & Model: Hoist/Hammer: -- Depth (ft) to: Sampler Overburden (ft) Rock Cored (ft) of HW Roller Bit O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 4.0 192.0 (est.) †Note: Maximum particle size is determined by direct observation within the limitations of sampler size. Client Contractor Seaboard Drilling, LLC Project Smith College Lazarus-Wurtele Center, Smith College, Northampton, MA Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)0 5 10 15 20 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptionsGEOLOGIC INTERPRETATION) U1 S824 U2 20.0 22.0 25.0 27.0 29.0 31.0 WOH WOH WOHWOH CL CL CL 100 100 100 0.0 161.031.0 Note: Collected Shelby Tube sample (U1) Similar to S7 -LACUSTRINE DEPOSITS- Note: Collected Shelby Tube sample (U2) BOTTOM OF EXPLORATION 31.0 FT File No. Boring No.HA23-6 Sheet No. HA23-6 2of2 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc. Boring No. 0204385-000 Sample No.& Rec. (in.)SampleDepth (ft)TEST BORING REPORT H&A-TEST BORING-07-2 REV-W/PID COL-NO FT HA-LIB09-BOS-HAR - COPY.GLB HA-TB+CORE+WELL-07-2 W FENCE.GDT \\HALEYALDRICH.COM\SHARE\CF\PROJECTS\0204385\GINT\0204385-000.GPJ 19 Jun 23Depth (ft)20 25 30 Sampler Blowsper 6 in.USCS SymbolGravel Sand % Fine% Coarse% Medium% Fine% Fines% CoarsePID Readings(ppm)(sample/bkgd)DRAFT StratumChangeElev/Depth (ft)VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size†,structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION) Northampton MA – Stormwater Report 11/01/2023 | Nitsch #15150 19 APPENDIX H Phosphorus, Nitrogen, and TSS Removal Calculations Phosphorus, Nitrogen, and TSS Removal Calculation (MS4 Methodology) PHOSPHORUS REMOVAL CALCULATIONS Project Name: Smith College Project Location:Northampton MA Project Number:15150 Prepared by: SEK Checked By:CMH Date:10/30/2023 Step 1 - Baseline Phosphorus Loading (Existing Land Cover Loading) Land Use:Commercial/Industrial (Institutional) Area Export Rate P Load ac lbs/acre/yr lbs P/yr Impervious Site Area 0.34 1.78 0.61 Pervious Site Area 0.61 0.37 0.22 Total Site Area 0.95 0.83 Step 2 - Development Phosphorus Loading (Proposed Land Cover Loading) Area Export Rate P Load ac lbs/acre/yr lbs P/yr Impervious Site Area 0.34 1.78 0.61 Pervious Site Area 0.61 0.37 0.22 Total Site Area 0.95 0.83 Step 3 - Required Phosphorus Load Reduction Phosphorus Reduction Requirement (Refer to City/Town Regulations)50% Phosphorus Reduction Required (lbs/year)0.42 Total Phosphorus Reduction through Land Conversion (Ex - Pr Phosphorus Load) lbs/year 0.00 Remaining Reduction Required After Land Conversion (lbs/year)0.42 Step 4 - Structural Stormwater Strategies Surface Type Treated Area (ac) P Load Rate (lbs/ac/yr) Starting P Load (lbs/yr) Phosphorus Removal (%) % of Year Used P Removed (lbs/yr) Permeable Pavers Impervious 0.02 1.78 0.04 100%0.03 Pervious 0.06 0.37 0.02 100%0.02 0.04 Bioretention Basins Impervious 0.07 1.78 0.13 100%0.12 Pervious 0.29 0.37 0.11 100%0.10 0.21 Impervious 0.11 1.78 0.19 100%0.14 Pervious 0.02 0.37 0.01 100%0.01 0.15 Impervious 0.12 1.78 0.22 100% 0.11 Pervious 0.16 0.37 0.06 100% 0.03 0.14 0.55 Silt Prison Existing Proposed 70% 89% Phosphorus Removed through Structural Stormwater Strategies 50% Roof Treatment (thorugh landscape filter structure)76% Calculate baseline phosphorus load per Appendix F, Attachment 1 of the MS4 permit. Export rate determined from Table 1-2 Calculate phosphorus load changes due to development per Appendix F, Attachment 1 of the MS4 Permit. Export rate determined from Table 1-2. Calculate Phosphorus load reduction for structural BMPs in the Watershed per EPA MS4 Permit Appendix F Attachment 3 Step 5 - Operational Strategies Enhanced Sweeping Program Impervious Area to be Swept (ac) P Load Rate (lbs/ac/yr) Sweeping Type P Reduction Factor Annual Frequency P Removed (lbs/yr) 0 1.78 0.00 0.00 0.000 Catch Basin Cleaning Program Impervious Area to Catch Basins (ac) P Load Rate (lbs/ac/yr) P Reduction Factor P Removed (lbs/yr) 0 1.78 0.00 0.000 Organic Waste and Leaf Litter Collection Program Impervious Area (ac) P Load Rate (lbs/ac/yr) P Reduction Factor P Removed (lbs/yr) 0 1.78 0.00 0.000 0.00 Step 6 - Phosphorus Removal Summary Total Phosphorus Reduction Required 0.42 Total Phosphorus Reduction through Land Conversion 0.00 Total Phosphorus Removal Through Structural Stormwater Strategies 0.55 Total Phosphorus Removal Through Operational Strategies 0.00 Total Phosphorus Reduction 0.55 Total Phosphorus Reduction Provided by Project (% Reduction)66% Total Phosphorus Removed through Operational Strategies (lbs/year) Calculate Phosphorus load reduction for operational BMPs in the Watershed per EPA MS4 Permit Appendix F Attachment 2 methodology using Enhanced sweeping nutrient reduction (Table 2-4), Catch Basin Cleaning Nutrient Reduction (Table 2-5) and Enhanced Organic Waste and Leaf Litter. TSS REMOVAL CALCULATIONS Project Name: Smith college Project Number:15150 Prepared by: SEK Checked By:CMH Date:10/30/2023 Step 1 - Baseline TSS Loading (Existing Land Cover Loading) Area Export Rate TSS Load ac lbs/acre/yr lbs P/yr Impervious Site Area 0.34 337.39 115.72 Pervious Site Area 0.61 91 55.15 Total Site Area 0.95 170.87 Step 2 - Development TSS Loading (Proposed Land Cover Loading) Land Use:Commercial/Industrial (institutional) Area Export Rate TSS Load ac lbs/acre/yr lbs P/yr Impervious Site Area 0.34 337.39 115.72 Pervious Site Area 0.61 91 55.15 Total Site Area 0.95 170.87 Step 3 - Required TSS Load Reduction TSS Reduction Requirement (Refer to City/Town Regulations)80% TSS Reduction Required 136.70 Total TSS Removal through Land Conversion (Ex - Pr TSS Load)0.00 Remaining Reduction Required After Land Conversion (lbs/year)136.70 Step 4 - Structural Stormwater Strategies Surface Type Treated Area (ac) TSS Load Rate (lbs/ac/yr) Starting TSS Load (lbs/yr) TSS Removal (%) % of Year Used TSS Removed (lbs/yr) Permeable Pavers Impervious 0.02 337.39 7.42 100%6.98 Pervious 0.06 91 5.37 100%5.05 12.02 Bioretention Basins Impervious 0.07 337.39 24.63 100%24.63 Pervious 0.29 91 26.75 100%26.75 51.38 Landscape Filter for Roof Impervious 0.11 337.39 36.10 100%35.74 (Biofiltration)Pervious 0.02 91 2.09 100%2.07 37.81 Silt Prisons Impervious 0.12 337.39 42.09 100%26.52 Pervious 0.16 91 14.63 100%9.21 35.73 136.95 TSS Removed through Structural Stormwater Strategies Existing Proposed 94% 100% 99% 63% Calculate TSS load changes due to development per Appendix F, Attachment 1 of the MS4 Permit. Export rate determined from the EPA BATT Calculate TSS load changes due to development per Appendix F, Attachment 1 of the MS4 Permit. Export rate determined from the EPA BATT Step 5 - TSS Removal Summary Total TSS Reduction Required 136.70 Total TSS Reduction Through Land Conversion 0.00 Total TSS Removal Through Structural Stormwater Strategies 136.95 Total TSS Reduction 136.95 Total TSS Reduction Provided by Project (% Reduction)80% POLLUTANT REMOVAL CALCULATIONS- POROUS PAVEMENT Project Name: Smith College Project Number:15150 Prepared by: SEK Checked By:CMH Date:10/30/2023 BMP Name:Permeable Pavers Depth of Filter Course (in):18 Provided Phosphorus Removal 70% Provided Nitrogen Removal 77% Provided TSS Removal 94% POLLUTANT REMOVAL CALCULATIONS- BIOFILTRATION Project Name: Smith College Project Number:15150 Prepared by: SEK Checked By:CMH Date:######### BMP Name:Bioretention Basins Impervious Area Tributary to BMP (ac):0.073 Impervious Area Tributary to BMP (sf):3179.88 Outlet Elevation from Infiltration System:varies; see hydroCAD Design Storage Volume of the surface pond (cf)*:240 Surface Area of the Basin (sf):1528 Planting Soil Depth (ft):2 Planting Soil Void Ratio:20% Planting Soil Volume (CF):611.2 Pea Stone Depth (ft) 0.33 Pea Stone Void Ratio 40% Pea Stone Volume (CF) 201.696 Crushed Stone Reservoir Depth 1 Crushed Stone Reservoir Void Ratio 40% Crushed Stone Reservoir Storage Volume (cf)611.2 Total Design Storage Volume (cf)1664.096 Treatment Depth Provided (ft):0.5233204 Treatment Depth Provided (in):6.2798445 Provided Phosphorus Removal 89% Provided Nitrogen Removal 86% Provided TSS Removal 100% *Note that the design storage volume was determined from HydroCAD, the volume of storage provided below the lowest outlet was used POLLUTANT REMOVAL CALCULATIONS- BIOFILTRATION Project Name: Smith College Project Number:15150 Prepared by: SEK Checked By:CMH Date:10/30/2023 BMP Name:Landscape Filter Impervious Area Tributary to BMP (ac):0.1295 Impervious Area Tributary to BMP (sf):5641.02 Outlet Elevation from Infiltration System:Distribution Pipe Design Storage Volume of the surface pond (cf)*:0 Surface Area of the Basin (sf):593 Planting Soil Depth (ft):2 Planting Soil Void Ratio:20% Planting Soil Volume (CF):237.2 Crushed Stone Reservoir Depth 1 Crushed Stone Reservoir Void Ratio 40% Crushed Stone Reservoir Storage Volume (cf) 237.2 Total Design Storage Volume (cf)474.4 Treatment Depth Provided (ft):0.084098266 Treatment Depth Provided (in):1.009179191 Provided Phosphorus Removal 76% Provided Nitrogen Removal 75% Provided TSS Removal 99% Your Confirmation number is 20231108726039 Date of Confirmation: 11/8/2023 NOTE: When paying by ACH (Checking) it will take two business days for the payment to be debited from your bank account. 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Account Information Name:Charles R Conant Address:126 West Street City:Northampton State:MA Zip:01063 Email:cconant@smith.edu Payment Information Payment Type:Credit Card Payer Name:Charles R Conant Card Number:************6167 Transaction Information Northampton Planning and Sustainability Planning Permits Permit: Wetlands Property Owner Name: The Trustees of the Smith College Permit Application Name: Smith College Lazarus-Wurtele Center Assessors Map # for Work Location: 31B,31D Assessors Block # Work Location: 246,247,294,002 Assessors Lot # for Work Location: 246,247,294,002 Email Address: cconant@smith.edu Quantity: 1 Amount: $537.50 Fee: $0.00 Payment Type: Credit Card LOCUSTenBerke Architects D.P.C.41 Madison Avenue, 17th FloorNew York NY 10001212 229 9211TenBerke.com 2023 TenBerke Architects D.P.C.CArchitect:ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALLCODES AND REGULATIONS HAVING JURISDICTION OVER THISSITE LOCATION.ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED ANDVERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BEREPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOTBE SCALED.THE DESIGN AND CONTRACT DOCUMENTS ARE THECOPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BEREPRODUCED, ALTERED, OR REUSED WITHOUT THEARCHITECT'S WRITTEN APPROVAL.Project:Drawing Status:Date:Drawing History:Scale:SEALFOR PERMIT ONLYC654321ABDECODE CONSULTANT617.523.8227rwsullivan.com529 Main Street, Suite 203 Boston, MA 02129RW SULLIVANGRAPHICS1.347.529.4562afreeman.co63 Flushing Ave., Unit 243 Brooklyn, NY 11205A FREEMANHARDWARE201.398.6583somspec.net462 Sheffield Road Ridgewood, NJ 07450SOMSPECACOUSTICS / AV / IT / SECURITY212.725.6800www.smwllc.com275 Madison Ave New York, NY 10016SHEN MILSON WILKELIGHTING212.201.5790www.oneluxstudio.com158 West 29th Street, 10th Floor New York, NY 10001ONE LUX STUDIOMEP-FP ENGINEER203.663.5614altieriseborwieber.com/171 Milk St 3rd Floor, Boston MA 02109ALTIERI SEBOR WIEBER LLCSTRUCTURAL ENGINEER / SUSTAINABILITY / FACADE1.917.661.7800www.thorntontomasetti.com120 Broadway 15th Floor New York, NY 10271-0016THORNTON TOMASETTILANDSCAPE ARCHITECTURE212.431.3609www.mnlandscape.com120 Broadway, #1040 New York, NY 10271MNLACIVIL ENGINEER617.338.0063www.nitscheng.com2 Center Plaza, Suite 430, Boston, MA 02108NITSCH ENGINEERINGAs indicatedSMITH COLLEGELAZARUS-WURTELE CENTERCOLLEGE LNNORTHAMPTON, MA, 01063DBP Project No. 4213ISSUED FOR SITE PERMIT11/01/2023NO.DESCRIPTIONDATESITE PERMIT SUBMISSION11/01/2023C-000COVER SHEETAND SHEET INDEX11/01/2023 THIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE 8 COLLEGE LANE ADMISSION'S OFFICE COLLEGE LANENORTHEAST SURVEY CONSULTANTS3 FERRY STREETSTUDIO 1 EASTEASTHAMPTON, MA 01027(413) 203-51441 4EXISTINGCONDITIONSPLAN OF LAND INNORTHAMPTON, MA8 COLLEGE LANEPREPARED FORSMITH COLLEGE THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFEWESLEY HOUSE LYMAN CONSERVATORY NORTHEAST SURVEY CONSULTANTS3 FERRY STREETSTUDIO 1 EASTEASTHAMPTON, MA 01027(413) 203-51442 4EXISTINGCONDITIONSPLAN OF LAND INNORTHAMPTON, MA8 COLLEGE LANEPREPARED FORSMITH COLLEGE WESLEY HOUSE CAMPUS CENTER CHAPIN HOUSE CHAPIN LAWN NORTHEAST SURVEY CONSULTANTS3 FERRY STREETSTUDIO 1 EASTEASTHAMPTON, MA 01027(413) 203-51443 4EXISTINGCONDITIONSPLAN OF LAND INNORTHAMPTON, MA8 COLLEGE LANEPREPARED FORSMITH COLLEGE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER NORTHEAST SURVEY CONSULTANTS3 FERRY STREETSTUDIO 1 EASTEASTHAMPTON, MA 01027(413) 203-51444 4EXISTINGCONDITIONSPLAN OF LAND INNORTHAMPTON, MA8 COLLEGE LANEPREPARED FORSMITH COLLEGE GENERAL NOTES:DEMOLITION NOTES:EROSION AND SEDIMENT CONTROL NOTES: UTILITY NOTES:EARTH MOVING AND GRADING NOTES: ABBREVIATIONSPROPOSED LEGEND BUILDING LOCATION NOTES: TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-100 CIVIL NOTES, LEGEND, AND ABBREVIATIONS 11/01/2023 THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-200 EROSION AND SEDIMENTATION CONTROL PLAN 11/01/2023 THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-300 SITE UTILITY DEMO PLAN 11/01/2023 THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-400 SITE UTILITY PLAN 11/01/2023 WESLEY HOUSE CHAPIN Sewer TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-401 SITE UTILITY PROFILES 11/01/2023 HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE8 COLLEGE LANECOLLEGE LANEPV - (8) TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-402 SITE UTILITY PROFILES 11/01/2023 PARK ANNEX LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE COLLEGE LANERELOCATED TELECOM TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-403 SITE UTILITY PROFILES 11/01/2023 WESL E Y HOU S E CHAPI N HOUSE 8COLL E G E LANE COLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-404 SITE UTILITY PROFILES 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-405 SITE UTILITY PROFILES 11/01/2023 THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-500 VEHICULAR GRADING PLAN 11/01/2023 THIS SIDE OF LINE:NHESP PRIORITY HABITATOF RARE SPECIES &NHESP ESTIMATED HABITATOF RARE WILDLIFETHIS SIDE OF LINE: NHESP PRIORITY HABITAT OF RARE SPECIES & NHESP ESTIMATED HABITAT OF RARE WILDLIFE PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CAMPUS CENTER CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE CHAPIN LAWNCOLLEGE LANETenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-600 VEHICULAR LAYOUT AND MATERIALS PLAN 11/01/2023 SECTION SUPER SILT FENCE ELEVATION EROSION CONTROL BARRIER PLAN VIEW SECTION A ISOMETRIC VIEW CROSS SECTION VEE DITCH CROSS SECTION TRAPEZOIDAL DITCH · · · WATTLES - STEEP SLOPE PROTECTION EROSION CONTROL BARRIER INSERT A TYPICAL SECTION WATTLE DETAIL SLOPE INSTALLATION TEMPORARY EROSION CONTROL BLANKET FOR STEEP SLOPES DETAIL CATCH BASIN W/ SILTATION SACK INLET PROTECTION · · · WATTLES - SLOPE PROTECTION FOR SLOPES LESS THAN 10:1 SECTION PLAN TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-700 CIVIL DETAILS 11/01/2023 PLAN VIEW SECTION A-A SIDE ELEVATION SECTION B-B STABILIZED CONSTRUCTION ENTRANCE PERSPECTIVE VIEW SECTION PERIMETER PROTECTION BARRIER PERSPECTIVE VIEW SECTION SILT FENCE DETAIL WITH WATTLES PERIMETER PROTECTION BARRIER · · · TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-701 CIVIL DETAILS 11/01/2023 TYPICAL CATCH BASIN DETAIL TYPICAL DRAIN MANHOLE DETAIL STANDARD TRENCH DETAIL FOR UTILITY PIPE EXISTING DRAIN OR SEWER (6" TO 15") TYPICAL SADDLE CONNECTION DETAIL TO TYPICAL SEWER MANHOLE DETAIL TYPICAL FIELD CONNECTION TO LARGE CONCRETE PIPE OR CONCRETE MANHOLE DETAIL TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-702 CIVIL DETAILS 11/01/2023 TAPPING SLEEVE, VALVE & BOX DETAIL PLAN SECTION CONCRETE THRUST BLOCK AND ANCHORAGE DETAILS BOTTOM DETAIL DROP STYLE COVER GATE VALVE BOX DETAIL FIRE HYDRANT DETAIL THRUST BLOCK DETAILS PLAN PLAN PLAN WATER CONNECTION DETAIL FOR 34" TO 2" SERVICES TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-703 CIVIL DETAILS 11/01/2023 SECTION VIEW 12" AREA DRAIN DETAIL DOMED GRATE ELEVATION DOGHOUSE MANHOLE DETAIL CASCADING BIORETENTION BASIN 12" ACCESS BASIN DETAIL SECTION VIEW SOLID COVER 24" ACCESS BASIN DETAIL SECTION VIEW SOLID COVER TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-704 CIVIL DETAILS 11/01/2023 HANDICAPPED PARKING SIGNAGE DETAIL TYPICAL PERMEABLE PAVER SECTION DETAIL TYPICAL LANDSCAPE FILTER SECTION DETAIL STORMWATER BUFFER ZONE CATCH BASIN INSERT TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 ISSUED FOR SITE PERMIT 11/01/2023 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 C-705 CIVIL DETAILS 11/01/2023 PARK ANNEX HOPKINS HOUSE WESLEY HOUSE HAVEN HOUSE CHAPIN HOUSE LYMAN CONSERVATORY 8 COLLEGE LANE ADMISSION'S OFFICE COLLEGE LANE158. 5 5 ' T O S T A 7 156.21 ' TO STA 5 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-101 ISSUED FOR SITE PERMIT LANDSCAPE REMOVALS AND PROTECTION PLAN 11/01/2023 N D N D N D N UP UP Calculation Summary Label CalcType Units Avg Object_1_Top_1 Illuminance Fc 0.37 Isoline Legend Illuminance (Fc) Color Value 0.1 0.2 0.5 1 2 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-111 ISSUED FOR SITE PERMIT MATERIALS PLAN 11/01/2023 N D N UP UP TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-131 ISSUED FOR SITE PERMIT GRADING PLAN 11/01/2023 N D N D N D NUP UP TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-151 ISSUED FOR SITE PERMIT PLANTING PLAN 11/01/2023 N DN L-200 ISSUED FOR SITE PERMIT ENLARGED ROOF PLAN 11/01/2023 N 00 1/16" = 1'-0" 4'16'48'8'12'32' TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 U P L-210 ISSUED FOR SITE PERMIT ENLARGED OUTDOOR ROOMS 11/01/2023 N 00 1/16" = 1'-0" 4'16'48'8'12'32' TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 6"L-400 ISSUED FOR SITE PERMIT PAVING DETAILS 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-410 ISSUED FOR SITE PERMIT WALL DETAILS 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-420 ISSUED FOR SITE PERMIT ROOF DETAILS 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 L-430 ISSUED FOR SITE PERMIT SITE FURNISHINGS DETAILS 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 3 1 L-440 ISSUED FOR SITE PERMIT PLANTING DETAILS 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 TREES CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT AS 1 ACER SACCHARINUM SILVER MAPLE 2.5" - 3" CAL. CC2 1 CARYA CORDIFORMIS BITTERNUT HICKORY 2.5" - 3" CAL. LT 2 LIRIODENDRON TULIPIFERA TULIP POPLAR 2.5" - 3" CAL. MR 4 MORUS RUBRA RED MULBERRY 2" - 2.5" CAL. QV 1 QUERCUS VELUTINA BLACK OAK 2.5" - 3" CAL. SA2 1 SASSAFRAS ALBIDUM SASSAFRAS 2.5" - 3" CAL. MEADOW TREES CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT CC 10 CERCIS CANADENSIS EASTERN REDBUD MULTI-TRUNK 10`-12` HT. ORNAMENTAL TREES CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT CF 5 CORNUS FLORIDA FLOWERING DOGWOOD 12`-14` HT. SHRUBS CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT. CA 4 CORNUS AMOMUM SILKY DOGWOOD #2 CONT. FS 2 FORSYTHIA SUSPENSA 'SIEBOLDII'WEEPING FORSYTHIA #5 FG 7 FOTHERGILLA GARDENII DWARF FOTHERGILLA #3 CONT. FGM 4 FOTHERGILLA GARDENII 'MT. AIRY'MT. AIRY DWARF WITCHALDER #3 HI 6 HAMAMELIS X INTERMEDIA 'DIANE'DIANE WITCH HAZEL #7 CONT. KL 6 KALMIA LATIFOLIA MOUNTAIN LAUREL #5 CONT. LB 1 LINDERA BENZOIN SPICEBUSH #5 CONT. RA 20 RHUS AROMATICA 'GRO-LOW'GRO-LOW FRAGRANT SUMAC #3 CONT. VD 3 VIBURNUM DENTATUM VIBURNUM #5 CONT. BIOSWALE CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT. AC5 40 AMSONIA CILIATA FILIFOLIA THREADLEAF BLUESTAR #1 AP2 41 ASTER PUNICEUS SWAMP ASTER #1 BC2 54 BOUTELOUA CURTIPENDULA SIDE OATS GRAMA #1 CV2 221 CAREX VULPINOIDEA FOX SEDGE #1 EL2 35 EUTROCHIUM MACULATUM 'ATROPURPUREUM'PURPLE JOE PYE WEED #1 GA2 192 GENTIANA ANDREWSII BOTTLE GENTIAN #1 HM2 19 HIBISCUS MOSCHEUTOS ROSE MALLOW #1 LS2 231 LIATRIS SPICATA BLAZING STAR #1 RL2 24 RUDBECKIA LACINIATA CUTLEAF CONEFLOWER #1 SL2 170 SCHIZACHYRIUM SCOPARIUM LITTLE BLUESTEM #1 SS4 132 SPOROBOLUS HETEROLEPSIS PRAIRIE DROPSEED #1 PLANTING BORDER CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT. AF5 52 AGASTACHE X 'BLUE FORTUNE'BLUE FORTUNE ANISE HYSSOP #2 AC4 88 AMSONIA CILIATA FILIFOLIA THREADLEAF BLUESTAR #2 AA 189 ANEMONE AMERICANA ROUND-LOBED HEPATICA #1 AN4 38 ASTER NOVAE-ANGLIAE NEW ENGLAND ASTER #2 DW2 270 DESCHAMPSIA FLEXUOSA WAVY HAIR GRASS #2 DE2 89 DICENTRA EXIMIA FRINGED BLEEDING HEART #2 PLANT SCHEDULE DE2 89 DICENTRA EXIMIA FRINGED BLEEDING HEART #2 EP4 87 ECHINACEA PALLIDA PALE PURPLE CONEFLOWER #2 EO4 146 ERYNGIUM PLANUM SEA HOLLY #2 EY4 82 ERYNGIUM YUCCIFOLIUM RATTLESNAKE MASTER #2 MV2 280 MERTENSIA VIRGINICA VIRGINIA BLUEBELLS #2 MB2 97 MONARDA BRADBURIANA EASTERN BEE BALM #2 PV3 170 PANICUM VIRGATUM SWITCH GRASS #2 SN4 41 SORGHASTRUM NUTANS INDIAN GRASS #2 SH2 137 SPOROBOLUS HETEROLEPIS PRAIRIE DROPSEED #2 ROOF INTENSIVE PLANTING CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT. AB 15 AMSONIA X 'BLUE ICE'BLUE ICE BLUESTAR #2 LS3 34 LIATRIS SPICATA BLAZING STAR #2 LH 3 LONICERA PERICLYMENUM HONEYSUCKLE #2 PM 9 PANICUM VIRGATUM 'HEILIGER HAIN'HEILIGER HAIN SWITCH GRASS #2 GROUND COVERS CODE QTY BOTANICAL NAME COMMON NAME SIZE CONT SPACING 7,814 SF MEADOW MIX AF4 781 SF AGASTACHE X 'BLUE FORTUNE'BLUE FORTUNE ANISE HYSSOP PLUG AH2 781 SF AMSONIA HUBRICHTII ARKANSAS BLUESTAR PLUG AN3 391 SF ASTER NOVAE-ANGLIAE NEW ENGLAND ASTER PLUG CK2 391 SF CALAMAGROSTIS X ACUTIFLORA 'KARL FOERSTER'KARL FOERSTER FEATHER REED GRASS PLUG CB 391 SF CAREX BICKNELLII PRAIRIE SEDGE PLUG CO 391 SF CAREX BREVIOR OVAL SEDGE PLUG CF2 391 SF CHAMAECRISTA FASCICULATA PARTRIDGE PEA PLUG DG 391 SF DESCHAMPSIA CESPITOSA 'GOLDTAU'GOLD DEW TUFTED HAIR GRASS PLUG EP3 391 SF ECHINACEA PALLIDA PALE PURPLE CONEFLOWER PLUG EO3 391 SF ERYNGIUM PLANUM SEA HOLLY PLUG EY3 391 SF ERYNGIUM YUCCIFOLIUM RATTLESNAKE MASTER PLUG MM 391 SF MOLINIA CAERULEA 'MOORFLAMME'MOORFLAMME MOOR GRASS PLUG PV2 391 SF PANICUM VIRGATUM SWITCH GRASS PLUG SA 391 SF SESLERIA AUTUMNALIS AUTUMN MOOR GRASS PLUG SR 391 SF SOLIDAGO RUGOSA 'FIREWORKS'FIREWORKS WRINKLELEAF GOLDENROD PLUG SN3 391 SF SORGHASTRUM NUTANS INDIAN GRASS PLUG SS2 391 SF SPOROBOLUS HETEROLEPSIS PRAIRIE DROPSEED PLUG 15,283 SF LOW MOW CL 9,170 SF CAREX LEAVENWORTHII LEAVENWORTH'S SEDGE SEED DS 4,585 SF DANTHONIA SPICATA POVERTY OATGRASS SEED GT 1,528 SF GEUM TRIFLORUM PRAIRIE SMOKE SEED 732 SF EXTENSIVE GREEN ROOF 1 SX 732 SF SEDUM X LIVE ROOF DEEP PRE-GROWN SEDUM TILES PLUG 181 SF EXTENSIVE GREEN ROOF 2 GP 181 SF SEDUM AND GRASSES MIX LIVE ROOF MAXX PRE-GROWN MIX PLUG L-441 ISSUED FOR SITE PERMIT PLANTING SCHEDULE 11/01/2023 TenBerke Architects D.P.C. 41 Madison Avenue, 17th Floor New York NY 10001 212 229 9211 TenBerke.com 2023 TenBerke Architects D.P.C.C Architect: ALL WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH ALL CODES AND REGULATIONS HAVING JURISDICTION OVER THIS SITE LOCATION. ALL DIMENSIONS AND INFORMATION SHALL BE CHECKED AND VERIFIED ON THE JOB AND ANY DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT. THESE DRAWINGS MUST NOT BE SCALED. THE DESIGN AND CONTRACT DOCUMENTS ARE THE COPYRIGHT PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED, ALTERED, OR REUSED WITHOUT THE ARCHITECT'S WRITTEN APPROVAL. Project: Drawing Status: Date: Drawing History: Scale: SEAL FOR PERMIT ONLY C 6 5 4 3 2 1 A B D E CODE CONSULTANT 617.523.8227 rwsullivan.com 529 Main Street, Suite 203 Boston, MA 02129 RW SULLIVAN GRAPHICS 1.347.529.4562 afreeman.co 63 Flushing Ave., Unit 243 Brooklyn, NY 11205 A FREEMAN HARDWARE 201.398.6583 somspec.net 462 Sheffield Road Ridgewood, NJ 07450 SOMSPEC ACOUSTICS / AV / IT / SECURITY 212.725.6800 www.smwllc.com 275 Madison Ave New York, NY 10016 SHEN MILSON WILKE LIGHTING 212.201.5790 www.oneluxstudio.com 158 West 29th Street, 10th Floor New York, NY 10001 ONE LUX STUDIO MEP-FP ENGINEER 203.663.5614 altieriseborwieber.com/ 171 Milk St 3rd Floor, Boston MA 02109 ALTIERI SEBOR WIEBER LLC STRUCTURAL ENGINEER / SUSTAINABILITY / FACADE 1.917.661.7800 www.thorntontomasetti.com 120 Broadway 15th Floor New York, NY 10271-0016 THORNTON TOMASETTI LANDSCAPE ARCHITECTURE 212.431.3609 www.mnlandscape.com 120 Broadway, #1040 New York, NY 10271 MNLA CIVIL ENGINEER 617.338.0063 www.nitscheng.com 2 Center Plaza, Suite 430, Boston, MA 02108 NITSCH ENGINEERING As indicated SMITH COLLEGE LAZARUS-WURTELE CENTER COLLEGE LN NORTHAMPTON, MA, 01063 DBP Project No. 4213 NO.DESCRIPTION DATE SITE PERMIT SUBMISSION 11/01/2023 LTE04 LTE05 LTE06 LTE11 LTE10 LTE09 EXISTING LIGHT POLE LTE04 LTE05 LTE06 LTE11 LTE10 LTE09 EXISTING LIGHT POLE Due to continuous improvements, the information herein may be changed without notice9320 Boul. St-Laurent, suite 100, Montréal (Québec) Canada H2N 1N7, P.: 514.523.1339 F.: 514.525.6107 www.sistemalux.comDM - R11 Last update: Avril 12, 2023 SKILLSURFACE MOUNTED - FLUSH MOUNTED Project : Type:SPECIFICATION SHEETPage: 2 of 8 ORDERING INFO MOUNTING (2) VOLTAGE DF - Surface mounted with direct feed FW - Surface mounted with fixture whip UNV - 120-277V J2 - Surface mounted single gang boxFM - Recessed mounted flush with surfaceJB - Surface mounted junction box REM - Remote FINISH 01 - White 14 - Aluminum 24 - Anthracite gray MODEL S6250 - Miniskill square S6270 - Miniskill round S6230 - Miniskill vertical S6260 - Skill square S6280 - Skill round S6255 - Skill square large (1) S6240 - Skill rectangular LED H - 2700K, 90CRI W - 3000K, 90CRI N - 4000K, 80CRI DIMMING D10 - 0-10V (3) (4) BACK BOX - - - -FIXTURE (1) Available with surface mounted junction box and 120-277V (JB-UNV) or flush mount and remote (FM-REM).(2) See previous page 4-5 for model availability.(3) Available with 6250, 6260, 6270, 6280, 6255 models.(4) Available with 120-277V (UNV) voltage. LTE04 RESETS6256S6278S6247S6268S6288S6239S6257 2 fc Grid scale 1 : 2ft0,25 fc1 fc 90° 50° 10° 0 27 53 80 107 133160 -0° H CD 70° 30° 5 fc2 fc 0.5 fc Mounting Height: 2ftGrid scale 1 : 2ft0,25 fc1 fc 0123 4 5 1 2 3 4 5 4 3 2 1 0 1 2 3 4 5 Miniskill Round CCT(K)LOAD(W)OPTICCRI LUMENS(lm)EFFICACY(lm / W)MAX CANDELA(cd)MODEL 3000K 90 5W 169 34 151Accent light S6270W Accent light (3000K, 90CRI) -0° H 90 -0° H www.i2systems.comIntegrated Illumination Systems, Inc. 355 Bantam Lake Road Morris, CT 06763 USA tel +1.860.567.0708 sales@i2systems.com Product information is subject to change without notice. All brand names and product names are trademarks of i2Systems. © 2019 i2Systems. All Rights Reserved.092-02334 Rev DPage 1 of 3 Gen3 is an architectural-grade, wet-location LED luminaireengineered for the illumination & highlighting of walls & surfaces Gen3TM ACTIVE-THERMAL MANAGEMENT PATENTED OPTICS ALUMINUM HOUSING WATERPROOF SPECIFICATION CODE BUILDER PERFORMANCE • Mil-Spec Anodized Aluminum Housing/UV Resistant Acrylic Lens.• Weight: 12”: 0.7 lb, 18”: 0.9 lb, 24”: 1.5 lbs, 36”: 2.1 lbs, 48’’: 2.9 lbs.• Protection Rating: IP66• Warranty: 3 Years FEATURES ELECTRICAL SPECIFICATIONS PHYSICAL • Gen3 design allows for any combination of 1, 2, 3 and 4Ft LED modules to be installed for up to 10Ft from a single power feed.• 1% low-level flicker free dimming.• Active Thermal Management monitors LED module case temperature and discreetly dims LED module upon signs of possible overheat.• SmartDriver technology integrated in every LED module, maintaining continuous output regardless of voltage drop, temperature or voltage fluctuations. • Actively managed ANSI Sub-Binning to ensure accurate and consistent color matching for each LED module. Input Voltage 20-30VDC, 24V nom. Use with E05PW 75W Input Power 3W/Ft - 7W/Ft Max. Load 10Ft @ 7W/Ft and 25Ft @ 3W/Ft Max. Wire Distance 50 Ft from Last Light to Power Box using 16 AWG Temperature Startup /Operating: -20°C to +40°C Relative Humidity: 0-95% (non-condensing) Dimming 1% via 0 - 10 VDC Life 60,000 hours to L70 DIMMING1% Product Location Power Color CRI Beam Finish Brackets Accessories V3 Gen3 N - Indoor 3W - 3 Watts 20K - 2000K S - Standard 3 - 300 X 650 B - Black VLA-14 - Adjustable BB - Baffle Black E - Outdoor 4W - 4 Watts 22K - 2200K H - High 6 - 650 X 650 S - Silver VLAX2-6 - Extend 6’’BC - Baffle Clear Anodize 5W - 5 Watts 25K - 2500K 8 - 820 X 650 VLAX2-12 - Extend 12’’ 6W - 6 Watts 27K - 2700K VLA-5 - Adjustable 7W - 7 Watts 30K - 3000K VLA-15 - Fixed 35K - 3500K 40K - 4000K Controls Desired Length 45K - 4500K 50K - 5000K SW - Switch On/Off TO BE FILLED OUT BY 57K - 5700K D1 - 0 - 10V Dimming CONTRACTOR/DISTRIBUTOR 65K - 6500K C - Custom+ +Contact factory V3 EXAMPLE: V3-N-7W-35K-S-N-B-VLA-14-BB-D1 i2Systems will use specification code and dimensional information below to generate a full BOM that includes all parts needed for a complete installation. To order replacement parts refer to page 2 and 3 for a full list of components part codes. 30° Beam Angle 65° Beam Angle 82° Beam Angle EFFICACY: 80lms/W, 7W/Ft 0 Deg. Plane 90 Deg. Plane 1000 0 2000 3000 4000 01530 45 60 75 90 POLAR PLOT USAwestcoast LightLab International, LLC24825 N. 16th AvenueSuite 125Phoenix, AZ, 85085 Ph : +1 623-434-1499Fx : +1 623-434-1492www.lightlabint.com(issuing laboratory) USAeastcoast LightLab Int'l Allentown LLC905 Harrison StreetSuite 135Allentown, PA 18103 Ph: +1 484-273-0705www.lightlabint.com Australasia&S.E. Asia LightLab International50 Redcliffe Gardens DriveClontarfQueensland, 4019, Australia Ph : +61 7 3283Fx : +61 7 3283www.lightlabin DATE: CATALOG NUMBER LOGIC: PROJECT:TYPE: THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION OF B-K LIGHTING, INC. AND ITS RECEIPT OR POSSESSION DOES NOT CONVEY ANY RIGHTS TO REPRODUCE, DISCLOSE ITS CONTENTS, OR TO MANUFACTURE, USE OR SELL ANYTHING IT MAY DESCRIBE. REPRODUCTION, DISCLOSURE OR USE WITHOUT SPECIFIC WRITTEN AUTHORIZATION OF B-K LIGHTING, INC. IS STRICTLY FORBIDDEN. 559.438.5800 | INFO@BKLIGHTING.COM | BKLIGHTING.COMMADE IN THE USA HUME ROUND POLE (INTEGRAL) CATALOG NUMBER LOGIC Example: RS4 - V1 - 12 - HU - TR - x113 - FL - 12 - 11 - A - 1 - INC - MT - BLP MATERIAL (Blank) - Aluminum S - Steel SERIES RS4 - Round Straight 4” NUMBER OF FLOODLIGHTS & ORIENTATION Vertical V1 - 1 Fixture V2 - 2 Fixtures V3 - 3 Fixtures V4 - 4 Fixtures Horizontal H2090 - 2 Fixtures @ 90° H2180 - 2 Fixtures @ 180° H3120 - 3 Fixtures @ 120° H3090 - 3 Fixtures @ 90° H4090 - 4 Fixtures @ 90° Spiral (90° Clockwise Spacing) R2 - 2 Fixtures R3 - 3 Fixtures R4 - 4 Fixtures HEIGHT 8 - 8’ * 10 - 10’ * 12 - 12’ 16 - 16’ 20 - 20’ FIXTURE SERIES HU - Hume Floodlight LED TYPE Available with Narrow Spot Optic Available with NFL, FL, and WFL Optics x105 - 36W/2.7K/80CRI x109 - 36W/2.7K/90CRI x113 - 34W/2.7K/80CRI x117 - 34W/2.7K/90CRI x106 - 36W/3K/80CRI x110 - 36W/3K/90CRI x114 - 34W/3K/80CRI x118 - 34W/3K/90CRI x107 - 36W/3.5K/80CRI x111 - 36W/3.5K/90CRI x115 - 34W/3.5K/80CRI x119 - 34W/3.5K/90CRI x108 - 36W/4K/80CRI x112 - 36W/4k/90CRI x116 - 34W/4K/80CRI x120 - 34W/4K/90CRI OPTICS NSP - Narrow Spot (11°) NFL - Narrow Flood (25°) FL - Flood (43°) WFL - Wide Flood (56°) LENS TYPE 9 - Clear (Included) 12 - Soft Focus 13 - Rectilinear SHIELDING 11 - Honeycomb Baffle CAP STYLE A - 45° B - 90° C - Flush D - 45° Less Weep Hole (Downward Aiming Only) E - 90° Less Weep Hole (Downward Aiming Only) KNUCKLE OPTIONS 1 - Rear Knuckle 2 - Side Knuckle IP66 RATED 04/05/2023 SKU-1449 P1 *Only available with Horizontal Mounting. **120V only. SUB-2876-00 DATE: CATALOG NUMBER LOGIC: PROJECT:TYPE: THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION OF B-K LIGHTING, INC. AND ITS RECEIPT OR POSSESSION DOES NOT CONVEY ANY RIGHTS TO REPRODUCE, DISCLOSE ITS CONTENTS, OR TO MANUFACTURE, USE OR SELL ANYTHING IT MAY DESCRIBE. REPRODUCTION, DISCLOSURE OR USE WITHOUT SPECIFIC WRITTEN AUTHORIZATION OF B-K LIGHTING, INC. IS STRICTLY FORBIDDEN. 559.438.5800 | INFO@BKLIGHTING.COM | BKLIGHTING.COMMADE IN THE USA HUME LED CATALOG NUMBER LOGIC Example: HU - LED - TR - x113 - FL - BLP - 12 - 11 - A - 2 - INC - MT MATERIAL Aluminum SERIES HU - Hume Floodlight SOURCE LED - Cold Phosphor Technology HOUSING TR - Integral Driver LED TYPE Available with Narrow Spot Optic Available with NFL, FL, and WFL Optics x105 - 36W/2.7K/80CRI x109 - 36W/2.7K/90CRI x113 - 34W/2.7K/80CRI x117 - 34W/2.7K/90CRI x106 - 36W/3K/80CRI x110 - 36W/3K/90CRI x114 - 34W/3K/80CRI x118 - 34W/3K/90CRI x107 - 36W/3.5K/80CRI x111 - 36W/3.5K/90CRI x115 - 34W/3.5K/80CRI x119 - 34W/3.5K/90CRI x108 - 36W/4K/80CRI x112 - 36W/4k/90CRI x116 - 34W/4K/80CRI x120 - 34W/4K/90CRI OPTICS NSP - Narrow Spot (11°) NFL - Narrow Flood (25°) FL - Flood (43°) WFL - Wide Flood (56°) FINISH (See page 2 for full-color swatches) Standard Finishes (BZP, BZW, BLP, BLW, WHP, WHW, SAP, VER) Premium Finish (ABP, AMG, AQW, BCM, BGE, BPP, CAP, CMG, CRM, HUG, NBP, OCP, RMG, SDS, SMG, TXF, WCP, WIR) Also available in RAL Finishes LENS TYPE 9 - Clear (Standard) 12 - Soft Focus 13 - Rectilinear SHIELDING 11 - Honeycomb Baffle CAP STYLE A - 45° B - 90° C - Flush D - 45° Less Weep Hole (Downward Aiming Only) E - 90° Less Weep Hole (Downward Aiming Only) KNUCKLE OPTIONS 1 - Rear Knuckle 2 - Side Knuckle CONTROL TYPE ELV - Dimming Driver (For use with Electronic Low Voltage Dimmer)* INC - Dimming Driver (For use with Incandescent Dimmer)* 010 - 0-10V Dimming Driver (Dimming 1 - 100% ) INPUT VOLTAGE MT - 120-277 VAC OPTIONS TE - Tamper-Resistant IP66 RATED 12/06/2022 SKU-1340 *120V only SUB-2817-00 Ordering Guide © 2016 Axis Lighting Inc.1.800.263.2947[T] 514.948.6272 Product design and development is an ongoing process at Axis Lighting. We reserve the right to change specifications. Contact Axis for the latest product information. 1 / 10 FILE NAME : B2SQR.LED.SPECMay 19, 2023 axislighting.com RECESSED MOUNT Spotless Lens Notes Type Project NOMINAL LUMEN OUTPUT INPUT WATTS*EFFICACY SHIELDING 1000 lm/ft 8.5 W/ft 118 lm/W SO 750 lm/ft 7.6 W/ft 106 lm/W GZ 750 lm/ft 7.5 W/ft 107 lm/W NW 750 lm/ft 7.6 W/ft 107 lm/W ASO 1000 lm/ft 10 W/ft 100 lm/W BW1000 lm/ft 7.9 W/ft 126 lm/W 1M 1000 lm/ft 9.9 W/ft 104 lm/W L 750 lm/ft 7.6 W/ft 107 lm/W WW 1000 lm/ft 8.4 W/ft 119 lm/W 0.25G 1000 lm/ft 9.5 W/ft 106 lm/W UB Please consult factory for custom lumen output and wattage. PERFORMANCE PER LINEAR FOOT AT 3500K 3 1/4" 2 17/32" 3 1/16"2 3/8"Step lens1"Glo Lens0.25" LouverSpotless Lens SO Narrow NW Graze GZ Wall Wash WW Asymmetric ASO Batwing BW Ultra Blend UB B2SQRLED PRODUCT ID NOM. LUMENS/FT CRI COLOR TEMP. (choose one)SHIELDINGB2SQRLEDRecessed LED 300 300 lm/ft - min 80 80 CRI 27 2700 K SO spotless lens750750 lm/ft - max for 90 90 CRI*30 3000 K L louver*GZ, NW, WW, ASO*35 3500 K 0.25G 0.25" Glo lens10001000 lm/ft - max 40 4000 K UB ultra blend lens**B30 3000 K - BIOS*1M 1" StepLens , lum. end capB353500 K - BIOS*ASO Asymmetric (flush only)B40 4000 K - BIOS*BW Batwing (flush only)TW2750 2700-5000 K - Tunable White NW Narrow (flush only)TW2765 2700-6500 K - Tunable White GZ Graze (flush only)WW Wallwash (flush only) Outputs between listed min and max are available.* 750 lm/ft max. only for GZ, NW, WW and ASO.Consult factory for outputs outside of the listed range.Consult factory for max output with BIOS. * Not available with BIOS.Consult Axitune technical sheet for more information of color technology.*Consult BIOS guide for more information on BIOS technology *3 and 4ft increments only for Louver.**Default lens for Tunable white and BIOS. Consult factory for other lens MOUNTING OTHER (OPTIONAL)OTHER (OPT.)IC CONTROLS (OPT.)CUSTOM (OPT.)TB9 t-bar 9/16”B(#)battery pack FW(#)flex whip (6’ std)DS(#)daylight sensor C customTB15t-bar 15/16”(integral)CP Chicago plenum OS(#)occupancy sensorSTscrew slot t-bar DOS(#)daylight & occupancy sensorTG9tegular 9/16”EN(#) Enlighted integral*TG15 tegular 15/16”ENR(#)Enlighted remote*DF drywall flange WC(#)wireless control dimmingDdrywall flangelessDSdrywall spackle flangeDBdrywall slip-through bracket Minimum 4ft; please consult factoryNot available with 347V.*Please consult factory Specify quantity. Requires 8" blankSee integrated controls guide for more details.Consult factory for Tunable White.Not available with DPB (DYN) driver for BIOS with Dynamic Spectrum. Please specify LENGTH MR (OPTIONAL)FINISH VOLTAGE DRIVER CIRCUITS22’DMLED(#)downlight module W white 120 120 V DP dimming (0-10V) 1%1 1 circuit33’ LED BLK black 277 277 V LT(#)Lutron*2 2 circuits44’C custom 347 347 V BI bi-level dimming +E(#)emergency circuit*5 5’UNV universal O(#)other**+NL(#)night light circuit*6 6’DC low voltage*DPB(STC)dimming (0-10V) 1% with BIOS*+GTD(#)generator transfer device*8 8’DPB(DYN)Biodimming™ 100%-50% with BIOS*+M MR1212’TW(#)tunable white drivers*S(L)system run POE(#)POE drivers* Add 6” per lamp. Specify quantity.Separate circuits includedRequires 120V or 277.Available in luminaires with Axitune and BIOS but downlight modules will not be tunable white or BIOS LEDs * Only available with POEdrivers.*See page 2 to specify system**Please consult factory; see page 2 *Specify quantity Application LED wall luminaires with directed light distribution designed for general illumination of pathways and building entrances from various mounting heights. Materials Luminaire housing constructed of die-cast marine grade, copper free (≤ 0.3% copper content) A360.0 aluminum alloy Clear safety glass Reflector made of pure anodized aluminum Silicone applied robotically to casting, plasma treated for increased adhesion High temperature silicone gasket Mechanically captive stainless steel fasteners NRTL listed to North American Standards, suitable for wet locations Protection class IP 64 Weight: 2.2 lbs Electrical Operating voltage 120-277V AC Minimum start temperature -40° C LED module wattage 14.0 W System wattage 17.0 W Controllability 0-10V, TRIAC, and ELV dimmable Color rendering index Ra > 80 Luminaire lumens 1,216 lumens (3000K) Lifetime at Ta = 15° C 320,000 h (L70) Lifetime at Ta = 40° C 200,000 h (L70) LED color temperature 4000K - Product number + K4 3500K - Product number + K35 3000K - Product number + K3 2700K - Product number + K27 2200K - Product number + K2 BEGA can supply you with suitable LED replacement modules for up to 20 years after the purchase of LED luminaires - see website for details Finish All BEGA standard finishes are matte, textured polyester powder coat with minimum 3 mil thickness. Available colors Black (BLK) White (WHT) RAL: Bronze (BRZ) Silver (SLV) CUS: LED wall luminaires - directed light BEGA 1000 BEGA Way, Carpinteria, CA 93013 (805) 684-0533 info@bega-us.com Due to the dynamic nature of lighting products and the associated technologies, luminaire data on this sheet is subject to change at the discretion of BEGA North America. For the most current technical data, please refer to bega-us.com © copyright BEGA 2018 Updated 11/05/19 Type: BEGA Product: Project: Modified: LED wall luminaire · directed light LED A B C 24 502 14.0 W 4 3⁄8 7 1⁄2 4 5⁄8 B A C LTE06 2700K Rigid Coupling LTE04 LTE05 LTE06 LTE10 LTE11 EXISTING LIGHT POLELTE09